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HomeMy WebLinkAboutItem 6.1 Downtwn Dublin SP #2 AppendicesA-D ~ •. Project Name: bowntawn bubfin Specific Plan braft EIR • ~.- Scenario: Future Plus Project Analyst: Brian Allee Jab #: 7010039 Roadway: Regional5treet Road 5egrnent: South of Dublin Blvd. PROJECT DATA SITE DATA Centerline Dist to Barrier 0 Road Grade: `=`0 Barrier ~0=wall, 1=berm}: 0 Average Daily Traffic: '41,5~.Q; Receiver Barrier Dist: 0 Peak Hour Traffic: 1159 Centerline Dist. 1"o Gbserver: 1170 Vehicle Speed: =3: Barrier Near Lane CL Dist: 0 Centerline Separation: 26: Barrier Far lane CL Dist: Q NO15E INPUTS Pad Elevation: 0.5 i e con i ions Road Elevation: 0 FLEET MIX Observer Height (above gradeJ: 0 T e Da Evenin Night Dail Barrier Height: 0 Auto 0.775 0.129 0.096 0.9742 Rt View: 90 Lft View: -90 Med. Truck 0.848 0.049 0.103 0.0184 NOISE SOURCE ELEVATIONS (Feet Heavy Truck 0.865 0.027 0.108 0.0474 Autos: 0 Medium Trucks: 2.3 Heav Trucks: 8 UNMITIGATED NGIS E LEVELS j No topographic or harrier attenuation} Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: 48.7 57.5 55.7 49.6 58.3 58.9 Medium Trucks: 59.3 51.2 44.8 43.3 51.8 52.0 Hea Trucks: 64.9 53.0 43.9 45.2 55.3 55.4 Vehicle Noise: 67.5 60.0 56.4 52.1 60.6 fi1.1 MITIGATED NOISE LEVELS {W ith topograph ic ar barrier attenuatiany Vehicle Type Peak Leq Leq Day Leq t:vening Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: Roadway Centerline Noise Contour 200 150 100 50 -50 100 156 aaa •. ..• ~ Project Name: Downtown Dublin Specific Plan Draft E1R Scenario: Future Plus Project Analyst: Brian Allee Job #: 74]100239 Roadway: San Ramon Rflad Road Segment: Between Amador Valley Blvd. and Dublin Blvd. PROJECT DATA SITE DATA Centerline Dist to Barrier 0 Raad Grade: 0 Barrier i;0=wa11, 1=berm}: 0 Average Daily Traffic: 37,240 Receiver Barrier Dist: 0 Peak Hour Traffic: 3T24 Centerline Dist. Ta Observer: 100 Vehicle Speed: ,r~~::: .~~rc,?~0 Barrier Near Lane CL ^ist: U Centerline Separation: ~~~~:.:. S5 Barrier Far lane CL Dist: 0 NOISE INPUTS Pad Elevation: 0.5 i e con i ions Road Elevation: 0 FLEET MIX ^bserver Height {above grade): 0 Type Da Evenin Night Dail Barrier Height: Q Auto 0.775 0.129 0.096 0.9742 Rt View: 90 Lft View: -90 Med. Truck 0.848 OA49 0.103 0.0184 NOISE SOURCE ELEVATIONS (Feet Heavy Truck 0.865 0.027 0.108 O.OOT4 AUtaS: ~ Medium Trucks: 2.3 Heavy Trucks: 8 UNMITIGATED NOISE LEVELS ~ No topographic or barrier attenuation} Vehicle Type Peak Leq Leq pay Leq Evening Leq Night Ldn CNEL Autos: 56.8 65.fi 53.8 57.7 66.3 66.9 Medium Trucks: 65.7 57.7 51.3 49.7 58.2 58.4 Fleav Trucks: 70.6 58.5 49.6 50.8 69.5 60.6 Vehicle Noise: 73A 67.1 fi~F.2 59.3 fi7.8 X8.3 MITIGATED NOISE LEVELS W ith topograph ic ar barrier attenuatinnJ Vehicle Type Peak Leq Leq day Leq Evening Leq Night Ldn CNEL Autos: Medium Trucks: Flea Trucks: Vehicle Noise: Roadway Centerline Noise Contour I 1000 5D0 m 0 -5~fl -10fl0 ~ -. Project Name: Downtown Dublin Specific Plan Draft EIR • ~ ..- Scenario: Future P#us Project Analyst: Brian AIIee Jpb #: 7010D239 Roadway: San Ramon Rnad Road Segment: North of Amador Valley Blvd. PRGJECT aATA SITE DATA Centerline Dist to barrier 4 Road Grade: 0 Barrier {0=wall, 1=berm}: U Average Daily Traffic: 32;57: Receiver Barrier Dist: 4 Peak Hour Traffic: 3257 Centerline Dist. To Observer: 1Qa Vehicle Speed: 4(]. Y Barrier Near Lane CL Dist: 4 Centerline Separation: :: 54:: Barrier Far lane CL Dist: 0 NG1SE INPUTS Pad Elevation: U.5 ite con itions Road Elevation: 0 FLEI=T M17C Gbserver Height above grade}: 4 Type Da Evening Night Dail Barrier Height: 0 Auto 0.775 0.1.29 D.086 0.9742 Rt Vsew: 90 Lft View: -90 Med. Truck 0.$4$ 0.049 0.103 0.0184 NOISE SOURCE ELEVATIGNS {Feet} Heavy Truck D.865 0.027 0,108 0.0074 Autos: t] Medium Trucks: 2.3 Heav Trucks: 8 UNMITIGATED NQIS E LEVELS ~ Nv topographic yr harrier attenuation} Vehicle Type Peak Leq Leq Day Leq Evening Leq Might Ldn CNEL Autos: 55.3 55.D 63.3 57.2 fi5.8 56.4 Medium Trucks: 65.2 57.1 5U.8 49.2 57.7 57.9 Heav Trucks: 79.1 58.1 49.1 5fl.3 60.0 60.1 Vehicle Noise: 72.4 66.8 63.7 58.7 67.3 67.8 MITIGAT ED N41SE LEVELS [W ith topograph ic yr barrier attenuation) Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL AUt05: Medium Trucks: Hea Trucks: Vehicle Noise: Roadway Centerline Noise Contour 1000 S00 604 400 200 -200 -400 -600 -80fl -~oaa -.- ~. ~ is ^ •i PrQject Name: Downtown Dublin Specific Plan Draft FIR ~ ~~- Scenario: Future Plus Project nalyst: Brian Allee Jab #: 701 OD239 Roadway: San Raman Road Road Segment: South of l7ublin Blvd. PROJECT I]ATA SITE BATA Genterline Dist to Barrier 0 Road Grade: ~! ;: ,: 0 Barrier ~0=wall, 1=berm}: 0 Average Daily Traffic: 70,22:; Receiver Barrier Dist: 0 Peak Hour Traffic: 7022 Genterline Dist. To Observer: 100 Vehicle Speed: ;; . ::: Barrier Near Lane CL Dist: 0 Genterline Separation: 'i:.. i.:::~' Barrier Far lane CL Dist: 8 NOISE INFLJTS Pad Elevation; 0.5 ite can i ions Road Elevation: 0 FLEET M IX Observer Height above grade}: 0 Type Oa Evenin Ni ht I3aify Barrier Height: 0 Auto 0.775 0.129 0.096 0.9742 Rt View: 90 Lft View: -90 Med. Truck 0.848 0.049 0.103 O.Dt $4 NOISE SOURCE ELEVATIONS Feet) Heavy Truck 0.865 0.027 0.108 O.OD74 Autos: 0 Medium Trucks: 2.3 Heav Trucks: 8 LIIVMITIGATEO NOISE LEVELS (ND topographic ar barrier attenuation] Vehicle Type Peak Leg Leq Oay Leq Evening Leq Night Ldn CNEL Autos: 59.5 68.3 6fi.5 60.4 69.1 69.7 Medium Trucks: 68.5 60.4 54.6 52.5 60.9 61.2 Heavy Trucks: 73.3 61.4 52.3 53.6 63.3 63.4 Vehicle Noise: 75.7 69.9 67.0 62.0 7U.6 71.1 MITIGAT E^ NOISE LEVELS ~Vll ith topographi c or harrier attenuatiorty Vehicle Type Peak Leq Leq day Leq Evening Leq Night Ldn CNEL Autos: Medium Trucks: Hea Trucks: Vehicle Noise: 2aflfl 150D 10DD 5DD m 0 -500 -100a ~ -15D0 -~aaa Roadway centerline Noise Contour - ~ - ^ ~ ~ ^ 1 ~ ~ ~ ^ Project Name: Qowntawn Dublin Specific Plan Draft EIR Scenario: Future Plus Project Analyst: Brian Allee Job #: 74100239 Roadway: St. Patrick Way Road Segment: East of Amador Plaza Road PROJECT DATA SITE DATA Genterline Dist to Barrier t] ` `' '~~~'€> ; x° : Barrier 0=wall, 1= berm : 0 :::::; . : : Avera a Dail Traffic: ~...:.19:;~3~ Receiver Barrier Dist; t] Peak Haur Traffic: 1923 Centerline Dist. To Observer: 100 Vehicle Speed: barrier Near Lane CL Dist: d Centerline Sefraration: x~:y~;;.;; Barrier Far lane CL Dist: 0 NOISE INPUTS Pad Elevation: 0,5 i e con i ions Read I=leva#ion: b FLEET MIX Observer Height {above grade}: Q T e Day Evening tVi ht ^aily Barrier Height: 0 Auto 4.775 0.129 0.095 x.9742 Rt View: 90 Lft View: -90 Med. Truck 4.848 0.049 4.103 6.0184 NOISE SOURCE ELEVATIONS [Feet} Heavy Truck 4.865 4.427 0.108 4.0474 Autos: 0 Medium Trucks: 2.3 Heavy Trucks: 8 UNMITIGATED NOIS E LEVELS ~ N~ topographic ar barrier attenuation} Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: 48.7 57.5 55.7 49.6 58.3 58.9 Medium Trucks: 50.4 52.3 45.9 44.3 52.8 53.1 Hea Trucks: 66.5 54.6 45.5 46.7 57.1 57.3 Vehicle Noise: 69.2 fi0.7 56.7 52.9 61.4 61.8 MITIGATE^ NOISE LEVELS W ith topograph ic or barrier attenuation} Vehi~fe Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: CENTERLINE NOISE CONTOUR Unmitigated 1651 ~6.5::~;~P.:.;..:;:i:i:: :' ~ 52i 171 (Mitigated Roadway Centerline Nnise Contour aaa 150 1Q6 50 q°', 0 -50 -1 dD -150 -2fl0 ~ a ~ M 1 ~ -• ~ ~~ ' • Project Name: Downtown I]ubNn Specific Plen Draft EIR Scenario: Future Pius Project Analyst: Brian Aliee Job #: 749 00239 Roadway: St. Patr'sck V1lay Road Segment: between Golden Gate Drive and Amador Plaza Road PROJECT DATA SITE DATA Centerline Dist tQ Barrier 0 ~~~~^` ~1 Barrier [d=wall, 1=berm): 0 Average Daily Traffic: ` ~ `'~00 Receiver Barrier Dist: © Peak Hour Traffic: 680 Centerline Dist. To Observer: 100 Vehicle Speed: Barrier !Near Lane CL Dist: 0 Centerline Separation: ...,.... Barrier Far lane CL Dist: D NOISE INPUTS Pad Elevation: 0.5 ite con 3 ions Road Elevation: 0 FLEET MIX Observer Height (above grade}: 0 T e Da Evening Ni ht Dail Barrier Height: 0 Auto 0.775 0.129 d.09fi 0.9742 Rt View: 90 Lft View: -90 Med. Truck 0.84$ O.d49 0.103 0.4184 NOISE SOURCE ELEVATIONS {Feet} Heavy Truck 0.865 4.027 0.108 4.0074 AUt05: Q Medium Trucks: 2.3 Heavy Trucks: 8 UNMITIGATED NOIS E LEVELS [ No tnpagraphia or harrier attenuation] Vehicle'fype Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: 44.2 53.0 51.2 45.1 53.8 54.4 Medium Trucks: 55.9 47.8 41.4 39.8 48.3 48.5 Heav Trucks: 52.0 50.1 41.0 42.2 52.6 52.7' Vehicle Noise: 54.7 56.2 52.2 48.4 56.9 57.3 MITIGATED NOISE LEVELS {With topograph ic or harrier attenuation} Vehicle Type Peak Leq Leq Day Leq Eneni~g Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: 80 60 40 ~ 2Q i m d LL -~{) -40 -60 80 Roadway Centerline Noise Contour C •. .~• ^ Project Name: Downtown Dublin Specific Plan Draft EIR Scenario: Future Plus Project Analys#: Brian AAee Job #: 70100239 Roadway: St. Patrick Way Road Segmenf; West of Golden Gate Drive PROJECT QATA SITE DATA Centerline Dist to Barrier 0 ~ D Barrier {0=wa11, 1=berm]: 0 Average Daily Traffic: `` 3,534 Receiver Barrier Dist: 0 Peak Hour Traffic: 363 Centerline ^ist. Ta Observer: 100 Vehicle Speed: ==; : 25 Barrier Near Lane CL Dist: 0 Centerline Separation: ~ri~.::.:..., ;;:~~:.-;;... 2G] Barrier Far fane CL Dis#: 0 NOISE INPUTS Pad Elevation; p.5 i e can i ions Road Elevation: 0 FLEET MIX Observer Height {above grade}: 0 T pe Day Evenin Ni ht Dail Barrier Height: 0 Auto 0.775 0.129 0.096 0.9742 Rt View: 80 Lft View; -90 Med. Truck 0.848 O.D49 D.103 D.0184 NOISE SOURCE ELEVATIONS {Feety Heavy Truck D.$55 D.027 0.108 0.01374 Autos: 0 Medium Trucks: 2.3 Heav Trucks: 8 UNMITIGATED NOIS E LEVELS { No topographic or barrier attenuation Vehicle Type Peak Leq Leq 1]ay Leq Evening Leq Night Ldn CNEL Autos: 41.5 50.3 48.5 42.4 51.0 51.5 Medium Trucks: 53.1 45.1 38.7 37.1 45.6 45,8 Heav Trucks: 59.3 47.3 38.3 39.5 49.9 50.0 Vehicle Noise: 61.9 53.5 49.5 45.6 54.2 54.5 MITIGAT ED NOISE LEVELS {W ith topograph ic or barrier attenuation} Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: Mediurrr Trucks: Heav Trucks: Vehicle Noise: CENTERLINE NOISE CONTQUR Unmitipa#ed 311 IMitiaated 31 4a 34 z4 14 d 0 LL -'} ~ -~d -34 -44 Roadway Centerline Noise Cantaur • ~ a • • ~ 1 • -• • ^~ • Project Name: Dawntawn Du#71in Specific Plan Draft EIR Scenario: Future Plus Project Analyst: Brian Allee Job #: 74100239 Roadway: Village Parkway Raad Segment: Between Amador Valley Blvd. and Dublin Blvd. PROJECT l7ATA SITE QATA Centerline Dist to Barrier 0 Road Grade: ~ Ti !: :` 0 Barri~r'i4=wall, 1=berm}: 0 Average Daily Traf€ic: "'' 19,36.: Receiver Barrier Dist: 8 Peak Hour Traffic: 1835 Centerline ^ist. To Observer: 1D0 Vehicle Speed: Barrier Near Lane CL Dist: d Centerline Separation: ';;`n-Y1. 49. Barrier Far lane CL Dis#: U NOISE INPUTS Pad Elevation: 0.5 ite con i ions Road Elevation: 0 FLEET MIX Observer Height above grade]; 0 T e Da Evening Night Dail Barrier Height: U Auto 0.7T5 0.129 4.09E 0.9742 Rt View: 9d Lft View: -9Q Med. Truck 4.848 0.049 0.9 03 0.0184 NOISE SOURCE ELEVATIONS Feet} Heavy Truck 4.865 0.027 0.148 0.0074 Autos: 0 Medium Trucks: 2.3 Heav Trucks: $ UNMITIGATED NOISE LEVELS 1 iNa topographic or harrier attenuation] Vehicle Type Peak Leq Leq Day Leq E~ening Leq Night Ldn CNEL Autos: 50.E 59.3 57.5 51.5 50.1 E0.7 Medium Trucks: E1.2 53.1 45.7 45.1 53.E 53.9 Heav Trucks: 66.8 54.9 45.8 47.0 57.2 57.3 Vehicle Noise: 69.3 fi1.8 58.3 53.9 X2.5 X2.9 MITIGATEd NOISE LEVELS {With topograph ic or harrier attenuation} Vehicie Type Peak Leq Leq ^ay Leq Evening Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: Roadway Centerline Noise Contour 3a0 20a ~ ao a -~ oa -goo -3a0 a ' ~ + ~ ~ ~ ~ ~ ~ ^ ~ ^ ~ Project Narne: Qowntown Dublin Specific Plan Draft EIR Scenario: Future Plus Project Analyst: Brian Allee Jab #: 70100239 Roadway: Village Parkway Road Segment: Between Dublin Blvd. and I-5$0 N6 On Ramp PROJECT DATA SITE DATA Centerline Dist to Barrier 0 Road Grade: Q:. Barrier [0=wall, 9=berm}; 0 Average Daily Traffic: `~-r;rv$;,a:x Receiver Barrier Dist: 0 Peak Haur Traffic: 855 Centerline ^ist. To ^bserver: 900 Vehicle Speed: 30.. Barrier Near Lane CL Dist: 0 Centerline Separation: - .2. Barrier Far lane CL Dist: 0 Ng15E INPUTS Pad Elevation: 0.5 i e can ~ ions Road Elevation: 0 FLEET MIX ^bserver Height (above grade): 0 T pe Day Evenin Night Daily Barrier Height: 0 Auta 0.775 0.129 0.096 0.9742 Rt View: 90 Lft View: -90 Med. Truck 0.848 0.049 0.103 0.0184 AIgISE SgURCE EtEVATIgNS {Feet) Heavy Truck 0.$55 0.027 0.108 OA074 Autos: 0 Medium Trucks: 2.3 Hea Trucks: 8 UNMITIGATED NaIS E LEVELS [No topographic pr faarrier attenuation] Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: 47.4 56.2 54.4 48.3 57.0 57.6 Medium Trucks: 58.0 49.9 43.5 42.0 50.5 50.7 Heavy Trucks: 53.6 51.7 42.6 43.9 54.0 54.1 Vehicle Noise: 86.2 58.7 55.1 5U.8 59.3 59.8 MITIGAT ED N015E LEVELS [W ith topograph ic or barrier attenuation? Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: Roadway Centerline Noise Contour 150 100 50 0 -5b -106 -154 •. ..- ~ ~ Project Name: Downtown Dublin Specific Plan Draft EIR Scenario: Future Plus Project Analyst: Brian Allee Jab #: 709QQ239 Roadway: Village Parkway Road Segment: North of Amador Valley Blvd. PROJECT DATA SITE DATA Centerline Dist to Barrier D Road Grade: iz,.~;" 0 Barrier {Q=wall, '!=berm}: 4 Average Daily Traffic: `'2;500 Receiver Barrier Dist: U Peak Hour Traffic: 254 Centerline Dist. To Observer: 9Da Vehicle Speed: `.;'~~;Q Barrier Near Lane CL []ist: d Centerline Separation: ~``"~' `~ Y 42 ~i:. . Barrier Far lane CL gist: fl NO15E INPUTS Pad Elevation: C1.5 ite can itions Road Elevation: t] FLEET MIX ~taserver Height (above grade}: t7 T pe ^a Evenin Night EJaii Barrier Height: 0 Auta 0.775 0.129 O.Q96 0.9742 Rt View: 9t} Lft View: -9t7 Med. Truck 0.848 0.049 4.103 0.0184 NO15E SOURCE ELEVATIQNS Feet} Heavy Truck 0.865 0.027 0.90$ 0.0074 Autos: 0 Medium Trucks: 2.3 H ea Trucks: 8 UNMITIGATE^ NO15 E LEVELS ~ No topographic or barrier attenuation} Vehicle Type Peak Lag Leq Day Leq Evening Leq Night Ldn CNEt Autos: 51.3 60.1 58.3 52.2 60.9 61.5 Medium Trucks: 61.9 53.9 47.5 45.9 54.4 54.6 Heavy Trucks: 67.6 55.6 46.fi 47.8 51.9 58.0 Vehicle Noise: 70.1 fi2.6 59A 54.7 63.3 63.7 MITIGAT ED NQISE LEVELS {With topographi c ar barrier attenuation} Vehicle Type Peak Leq Leg Day Leq ~~ening Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: Roadway Centerline Noise Contour ~. ^ t •. .~• ~ Project Name: Downtown Dublin Specific Plan graft EIR Scenario: Future Plus Project nalyst: Brian Allee Job #: 70100239 Roadway: Village Parkway Road Segment: South of I-680 NB On Ramp PROJECT DATA 517E BATA Centerfine Dist to Barrier a Raad Grade: zF; ` Barrier ~0=wall, 1=berm}; Q Average Daify Traffic: ~F: ;.;.:..~:. Receiver Barrier Dist: 0 Peak Hour Traffic: 99 Cen#eriine Dist. To Observer: 1D0 Vehicle Speed: 30 Barrier Near Lane CL Dist: t] Centerline Separation: m;: ;.2:5 Barrier Far lane CL Dist: 0 NDISE INPUTS Pad Elevation: 4.5 f e con Itlons Road Elevation: d FLEET MIX Observer Height [af}ove grade}: t] T e Day Evening Nigh# Dail Barrier Height; 0 Auto 0.775 0.129 0.098 4.9742 Rt View; 90 Lft View: -9U Med. Truck x.848 0.049 0.103 0.0184 NOISE SOURCE ELEVATIONS {Feet} Heavy Truck 0.865 0A27 0.108 0.0074 Autos: d Medium Trucks: 2.3 F-leav Trucks: t3 UNMITIGATED NDISE LEVELS {No topographic ar barrier attenuation} Vehicle Type Peak Leq Leq Day Leq Evening Leq Night Ldn CNEL Autos: 38.0 46.8 45.0 38.9 47.6 48.2 Medium Trucks: 48.6 4Q.fi 34.2 32.fi 41.1 41.3 Hea Trucks: 54.3 42.3 33.3 34.5 44.6 44.8 Vehicle Noise: 5fi.8 49.3 45.7 41.4 5RS.0 54.4 M[TIGAT EI? NOISE LEVELS [With topograph ic or barrier attenuation} Vehicle Type Peak Leq Leq day Leq E~en9ng Leq Night Ldn CNEL Autos: Medium Trucks: Heav Trucks: Vehicle Noise: R 12 ~ 15 4 ~ ,o , 5 .r a07, D a. -5 -1Q -15 Roadway Centerfine Noise Contour Trip Generation Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS Tri Generation A endix Downtown Dublin Specific Plan A roved Pro ect Tri Generation Estimates AM Peak Hour PM Peak Hour Map No. Description ITE Land Use Code Size Daily Inbound Outbound Total Inbound Outbound Total Dublin R02 Schaefer Ranch 210 -Sin le Famil 442 DU R52 Schaefer Ranch 210 Single Family 140 DU 210 -Sin le Famil 582 DU 5,570 104 313 417 323 190 513 R49 Windstar Condos 210 -Sin le Famil Condos 309 DU 2,940 57 169 226 183 107 290 25 % Transit Reduction 2,205 43 127 170 137 81 218 AMB Site 210 -Sin le Famil Condos 308 DU 2,930 56 169 225 182 107 289 25% Transit Reduction 2,198 42 127 169 137 80 217 710 Office 150000 SF 1,650 205 28 233 38 186 224 15 % Transit Reduction 1,403 174 24 198 32 158 190 R24 Tralee 230 Residential Condo/Townhouse 233 DU 1,340 18 85 103 81 40 121 25% Transit Reduction 1,005 13 64 77 61 30 91 R48 Arro o Vista DU 2,868 3 80 83 74 36 110 C033 W. Dublin BART Hotel 150 Room 1,440 28 85 113 96 56 152 Hotel + Retail Retail 7,500 SF 320 5 3 8 13 15 28 25% Transit Reduction 1,760 25 66 91 82 53 135 C103 BART Station 711 Parkin S aces 350 44 394 20 378 398 C104 Custom Fireplace, Retail 20,270 SF 870 13 8 21 36 40 76 Patio, & BBO Existing 9,370 SF 400 6 4 10 17 18 35 Net New Tri s 10,900 SF 470 7 4 1 1 19 22 41 25 % Pass by Reduction 353 5 3 8 15 16 31 C112 Big Lots Retail 25,655 SF 1,100 16 10 26 46 50 96 Existing 21,470 SF 920 13 9 22 39 42 81 Net New Trips 4,185 SF 180 3 1 4 7 8 15 25 % Pass by Reduction 135 2 1 3 5 6 11 C20 Tralee 820 -Shopping Center 33,500 SF 1,440 21 14 35 60 66 126 25% Pass by Reduction 1,080 16 10 26 46 49 95 Pleasan ton 5 Multi-family Homes 251 Senior Housing 132 DU 490 10 19 29 20 16 36 67 Multi-family Homes 220 Apartment 350 DU 2,240 35 140 175 140 70 210 25% Transit Reduction 1,680 26 105 131 100 58 158 San Ra mon F Multi-family Homes 251 Senior Housing 105 DU 390 8 15 23 20 8 28 Total 11,966 821 998 1,819 1,072 1,159 2,231 Trip Generation Appendix Downtown Dublin Specific Plan Base FAR Project Trip Generation Estimates M N D i ti ITE L C d d U Si D il AM Peak Hou r PM Peak Hou r o. ap escr p on an se o e ze a y Inbound Outbound Total Inbound Outbound Total 21 Amador Valley Retail 8,640 SF 370 5 4 9 15 17 32 Boulevard and San Retail 7,510 SF 320 5 3 8 13 15 28 Ramon Road Retail 1,510 SF 60 1 1 2 3 3 6 Southwest Corner Total Retail 17.660 SF 750 11 8 19 31 35 66 25% Pass-by Reduction 560 8 6 14 23 26 49 22 West of San Ramon Retail 43,530 SF 1,870 27 18 45 78 85 163 Road 25% Pass-b Reduction 1,400 20 14 34 59 64 123 23 Dublin Boulevard Retail 88,550 SF 3,800 56 35 91 159 173 332 and Regional Street 25% Pass-by Reduction 2,850 42 26 68 119 130 249 Northwest Corner 24 North of Dublin Retail 111,540 SF 4,790 70 45 115 201 217 418 Boulevard 25% Pass-by Reduction 3,590 53 34 87 151 163 314 25 West of Amador Retail 82,780 SF 3,550 52 33 85 149 161 310 Plaza Road 25% Pass-by Reduction 2,660 39 25 64 112 121 233 Amador Valley Retail 24,620 SF 1,060 15 10 25 44 48 92 26 Boulevard and 25% Pass-by Reduction 800 11 8 19 33 36 69 36 Amador Plaza Road Apartments 100 DU 670 10 41 51 40 22 62 Southwest Corner Total 1,470 21 49 70 73 58 131 Retail 20,730 SF 890 13 8 21 37 41 78 27 Village Parkway 25% Pass-by Reduction 670 10 6 16 28 31 59 38 Apartments 0 DU 0 0 0 0 0 0 0 Total 670 10 6 16 28 31 59 Retail 16,740 SF 720 10 7 17 30 33 63 28 South End of Retail 15,160 SF 650 10 6 16 27 30 57 Regional Street Total Retail 31,900 SF 1,370 20 13 33 57 63 120 25% Pass by Reduction 1,030 15 10 25 43 47 90 15% Transit Reduction 820 12 8 20 34 38 72 37 Apartments 38 DU 250 4 15 19 16 8 24 25% Transit Reduction 190 3 11 14 12 6 18 Total 1,010 15 19 34 46 44 90 Retail 54,310 SF 2,330 34 22 56 98 106 204 29 South End of Retail 12,790 SF 550 8 5 13 23 25 48 Amador Plaza Road Retail 9,220 SF 400 5 4 9 17 18 35 Total Retail 76;320 SF 3,280 47 31 78 138 149 287 25 % Pass by Reduction 2,460 35 23 58 104 1 12 216 15% Transit Reduction 1.970 28 19 47 83 89 172 39 Apartments 27 DU 180 3 11 14 11 6 17 25% Transit Reduction 140 2 8 10 8 5 13 Total 2,110 30 27 57 91 94 185 Retail 24,190 SF 1,040 15 10 25 44 47 91 30 South End of Golden 25% Pass by Reduction 780 11 8 19 33 35 68 Gate Drive 15% Transit Reduction 620 9 6 15 26 28 54 Condos 17 DU 100 1 6 7 6 3 9 40 25% Transit Reduction 80 1 5 6 5 2 7 Total 700 10 11 21 31 30 61 Retail 14,550 SF 620 9 6 15 26 29 55 31 West of Golden Gate 25 % Pass-by Reduction 470 7 5 12 20 22 42 Drive 15% Transit Reduction 370 5 4 9 16 17 33 Retail 21,820 SF 940 13 9 22 39 43 82 32 South of Saint 25 % Pass by Reduction 710 10 7 17 29 32 61 Patrick Wa 15% Transit Reduction 560 8 5 13 23 26 49 Retail 62,740 SF 2,690 40 25 65 113 122 235 33 North of Saint Patrick 25% Pass by Reduction 2,020 30 19 49 85 92 177 Way 15% Transit Reduction 1,610 24 15 39 68 73 141 Trip Generation Appendix Downtown Dublin Specific Plan Base FAR Project Trip Generation Estimates M N D i ti ITE L C d d U Si D il AM Peak Hou r PM Peak Hou r o. ap escr p on an se o e ze a y Inbound Outbound Total Inbound Outbound Total Retail 26,280 SF 1,130 16 11 27 48 51 99 34 West of Amador Retail 12,620 SF 540 8 5 13 23 24 47 Plaza Road Total Retail 38.900 SF 1.670 24 16 40 71 75 146 25 % Pass by Reduction 1 ,250 18 12 30 53 56 109 15% Transit Reduction 1,000 14 10 24 43 45 88 Retail 49,990 SF 2,150 31 20 51 90 97 187 35 South of I-680 25% Pass by Reduction 1,610 23 15 38 68 73 141 Ramps 15% Transit Reduction 1,290 19 12 31 54 58 112 709,820 SF Total 182 DU 21,850 318 263 581 937 980 1,917 Trip Generation Appendix Downtown Dublin Specific Plan Maximum FAR Project Trip Generation Estimates M N D i ti ITE L C d d U Si D il AM Peak Hou r PM Peak Hou r o. ap escr p on an se o e ze a y Inbound Outbound Total Inbound Outbound Total 21 Amador Valley Retail 23,000 SF 990 15 9 24 41 45 86 Boulevard and San Retail 14,040 SF 600 9 5 14 25 28 53 Ramon Road Retail 5,640 SF 240 4 2 6 10 11 21 Southwest Corner Total Retail 42,680 SF 1.830 28 16 44 76 84 160 25% Pass-by Reduction 1,370 21 12 33 57 63 120 22 West of San Ramon Retail 77,110 SF 3,310 48 31 79 139 150 289 Road 25% Pass-b Reduction 2,480 36 23 59 104 113 217 23 Dublin Boulevard Retail 183,400 SF 7,880 115 74 189 330 358 688 and Regional Street 25% Pass-by Reduction 5,910 86 56 142 248 269 517 Northwest Corner 24 North of Dublin Retail 219,820 SF 9,440 138 88 226 396 428 824 Boulevard 25% Pass-by Reduction 7,080 104 66 170 297 321 618 25 West of Amador Retail 188,990 SF 8,120 119 76 195 340 369 709 Plaza Road 25% Pass-by Reduction 6,090 89 57 146 255 277 532 Amador Valley Retail 25,100 SF 1,080 16 10 26 45 49 94 26 Boulevard and 25% Pass-by Reduction 810 12 8 20 34 37 71 36 Amador Plaza Road Apartments 100 DU 670 10 41 51 40 22 62 Southwest Corner Total 1,480 22 49 71 74 59 133 Retail 20,730 SF 890 13 8 21 37 41 78 27 Village Parkway 25% Pass-by Reduction 670 10 6 16 28 31 59 38 Apartments 100 DU 670 10 41 51 40 22 62 Total 1,340 20 47 67 68 53 121 Retail 107,830 SF 4,630 68 43 111 194 210 404 28 South End of Retail 96,640 SF 4,150 61 39 100 174 188 362 Regional Street Total Retail 204.470 SF 8,780 129 82 211 368 398 766 25% Pass by Reduction 6,590 97 62 159 276 299 575 15% Transit Reduction 5.270 77 49 126 221 239 460 37 Apartments 236 DU 1,570 24 96 120 95 51 146 25% Transit Reduction 1,180 18 72 90 71 38 109 Total 6,450 95 121 216 292 277 569 Retail 335,960 SF 14,430 211 135 346 605 655 1260 29 South End of Retail 87,730 SF 3,770 55 35 90 158 171 329 Amador Plaza Road Retail 66,360 SF 2,850 41 27 68 120 129 249 Total Retail 490;050 SF 21,050 307 197 504 883 955 1;838 25% Pass by Reduction 15,790 230 148 378 662 716 1,378 15% Transit Reduction 12.630 184 118 302 530 573 1.103 39 Apartments 167 DU 1,110 17 68 85 68 36 104 25% Transit Reduction 830 13 51 64 51 27 78 Total 13,460 197 169 366 581 600 1,181 Retail 160,070 SF 6,870 101 64 165 288 312 600 30 South End of Golden 25% Pass by Reduction 5,150 76 48 124 216 234 450 Gate Drive 15% Transit Reduction 4,120 61 38 99 173 187 360 Condos 80 DU 460 6 29 35 28 14 42 40 25% Transit Reduction 350 5 22 27 21 11 32 Total 4,470 66 60 126 194 198 392 Retail 90,100 SF 3,870 57 36 93 162 176 338 31 West of Golden Gate 25 % Pass-by Reduction 2,900 43 27 70 122 132 254 Drive 15% Transit Reduction 2,320 34 22 56 97 106 203 Retail 130,850 SF 5,620 82 53 135 236 255 491 32 South of Saint 25 % Pass by Reduction 4,220 62 40 102 177 191 368 Patrick Wa 15% Transit Reduction 3,370 49 32 81 142 153 295 Retail 402,490 SF 17,280 253 162 415 724 785 1509 33 North of Saint Patrick 25% Pass by Reduction 12,960 190 122 312 543 589 1,132 Way 15% Transit Reduction 10,370 152 97 249 434 471 905 Trip Generation Appendix Downtown Dublin Specific Plan Maximum FAR Project Trip Generation Estimates M N D i ti ITE L C d d U Si D il AM Peak Hou r PM Peak Hou r o. ap escr p on an se o e ze a y Inbound Outbound Total Inbound Outbound Total Retail 167,320 SF 7,180 105 67 172 301 326 627 34 West of Amador Retail 78,360 SF 3,360 49 32 81 141 153 294 Plaza Road Total Retail 245.680 SF 10.540 154 99 253 442 479 921 25 % Pass by Reduction 7,910 116 74 190 332 359 691 15% Transit Reduction 6,320 92 59 151 265 287 552 Retail 321,500 SF 13,810 202 129 331 579 627 1206 35 South of I-680 25 % Pass by Reduction 10,360 152 97 249 434 470 904 Ramps 15% Transit Reduction 8,290 121 77 198 347 376 723 2,803,040 SF Total 683 DU 80,800 1,184 947 2,131 3,455 3,623 7,078 Trip Generation Appendix Downtown Dublin Specific Plan No Project (Existing Specific Plans) Trip Generation Estimates M N D i ti ITE L d U d C Si D il AM Peak Hou r PM Peak Hour ap o. escr p on an se o e ze a y Inbound Outbound Total Inbound Outbound Total 21 Amador Valley Retail 6,000 SF 260 4 2 6 11 12 23 Boulevard and San Retail 5,000 SF 210 3 2 5 9 10 19 Ramon Road Retail 4,085 SF 180 2 2 4 7 8 15 Southwest Corner Total Retail 15.085 SF 650 9 6 15 27 30 57 25% Pass-by Reduction 490 7 5 12 20 23 43 22 West of San Ramon Retail 94,710 SF 4,070 60 38 98 170 185 355 Road 25% Pass-by Reduction 3,050 45 29 74 128 139 267 23 Dublin Boulevard Retail 190,320 SF 8,170 120 76 196 343 371 714 and Regional Street 25% Pass-by Reduction 6,130 90 57 147 257 278 535 Northwest Corner 24 North of Dublin Retail 247,650 SF 10,630 156 99 255 446 483 929 Boulevard 25% Pass-by Reduction 7,970 117 74 191 335 362 697 25 West of Amador Retail 199,250 SF 8,560 125 80 205 359 388 747 Plaza Road 25% Pass-by Reduction 6,420 94 60 154 269 291 560 Amador Valley Retail 28,070 SF 1,210 18 11 29 50 55 105 26 Boulevard and 25% Pass-by Reduction 910 14 8 22 38 41 79 36 Amador Plaza Road Apartments 0 DU 0 0 0 0 0 0 0 Southwest Corner Total 910 14 8 22 38 41 79 Retail 20,730 SF 890 13 8 21 37 41 78 27 Village Parkway 25% Pass-by Reduction 670 10 6 16 28 31 59 38 Apartments 100 DU 670 10 41 51 40 22 62 Total 1,340 20 47 67 68 53 121 Retail 151 ,230 SF 6,490 95 61 156 272 295 567 28 South End of Retail 101 ,330 SF 4,350 63 41 104 182 198 380 Regional Street Total Retail 252.560 SF 10,840 158 102 260 454 493 947 25% Pass by Reduction 8,130 119 77 196 341 370 711 15% Transit Reduction 6.500 95 61 156 272 296 568 37 Apartments 0 DU 0 0 0 0 0 0 0 25% Transit Reduction 0 0 0 0 0 0 0 Total 6,500 95 61 156 272 296 568 Retail 439,240 SF 18,860 276 176 452 791 856 1647 29 South End of Retail 117,250 SF 5,030 74 47 121 211 229 440 Amador Plaza Road Retail 106,010 SF 4,550 66 43 109 191 207 398 Total Retail 662.500 SF 28,440 416 266 682 1; 193 1;292 2.485 25 % Pass by Reduction 21,330 312 200 512 895 969 1,864 15% Transit Reduction 17.060 250 160 410 716 775 1.491 39 Apartments 0 DU 0 0 0 0 0 0 0 25% Transit Reduction 0 0 0 0 0 0 0 Total 17,060 250 160 410 716 775 1,491 Retail 170,160 SF 7,310 107 68 175 306 332 638 30 South End of Golden 25% Pass by Reduction 5,480 80 51 131 230 249 479 Gate Drive 15% Transit Reduction 4,390 64 41 105 184 199 383 Condos 0 DU 0 0 0 0 0 0 0 40 25% Transit Reduction 0 0 0 0 0 0 0 Total 4,390 64 41 105 184 199 383 Retail 87,910 SF 3,770 56 35 91 158 172 330 31 West of Golden Gate 25 % Pass by Reduction 2,830 42 26 68 119 129 248 Drive 15% Transit Reduction 2,260 34 21 55 95 103 198 Retail 90,510 SF 3,890 57 36 93 163 176 339 32 South of Saint 25 % Pass by Reduction 2,920 43 27 70 122 132 254 Patrick Way 15% Transit Reduction 2,330 34 22 56 98 106 204 Trip Generation Appendix Downtown Dublin Specific Plan No Project (Existing Specific Plans) Trip Generation Estimates M N D i ti ITE L d U d C Si D il AM Peak Hou r PM Peak Hou r ap o. escr p on an se o e ze a y Inbound Outbound Total Inbound Outbound Total Retail 378,090 SF 16,240 237 152 389 681 737 1418 33 North of Saint Patrick 25% Pass by Reduction 12,180 178 114 292 511 553 1,064 Way 15%Transit Reduction 9,740 142 91 233 409 442 851 Retail 183,760 SF 7,890 115 74 189 331 358 689 34 West of Amador Retail 65,740 SF 2,820 41 27 68 119 128 247 Plaza Road Total Retail 249.500 SF 10.710 156 101 257 450 486 936 25 % Pass by Reduction 8,030 1 17 76 193 338 365 703 15% Transit Reduction 6,430 94 61 155 270 292 562 Retail 350,060 SF 15,030 220 141 361 630 683 1313 35 South of I-680 25% Pass by Reduction 11,270 165 106 271 473 512 985 Ramps 15% Transit Reduction 9,020 132 85 217 378 410 788 3,037,105 SF Total 100 DU 84,040 1,232 822 2,054 3,537 3,810 7,347 Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS Existing AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 29 42 492 41 200 61 957 268 302 552 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1698 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.59 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1096 1863 1583 1681 783 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 33 48 566 47 230 70 1100 308 347 634 33 RTOR Reduction (vph) 0 0 45 0 0 151 0 0 138 0 0 18 Lane Group Flow (vph) 32 33 3 306 307 79 70 1100 170 347 634 15 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 6.8 6.8 6.8 25.2 36.5 36.5 7.4 41.4 41.4 14.9 48.9 48.9 Effective Green, g (s) 6.8 6.8 6.8 25.2 36.5 36.5 7.4 41.4 41.4 14.9 48.9 48.9 Actuated g/C Ratio 0.06 0.06 0.06 0.24 0.34 0.34 0.07 0.39 0.39 0.14 0.46 0.46 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 70 119 101 397 483 541 123 1372 614 479 2328 725 v/s Ratio Prot 0.02 c0.18 0.15 0.04 c0.31 c0.10 0.12 v/s Ratio Perm 0.03 0.00 c0.07 0.05 0.11 0.01 v/c Ratio 0.46 0.28 0.03 0.77 0.64 0.15 0.57 0.80 0.28 0.72 0.27 0.02 Uniform Delay, d1 48.2 47.7 46.9 38.1 29.6 24.3 48.2 29.1 22.4 44.0 17.9 15.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.5 0.0 8.2 2.0 0.0 3.6 3.7 0.3 4.6 0.1 0.0 Delay (s) 49.9 48.1 47.0 46.3 31.6 24.4 51.7 32.7 22.8 48.6 18.0 15.9 Level of Service D D D D C C D C C D B B Approach Delay (s) 48.1 35.0 31.5 28.4 Approach LOS D C C C HCM Average Control Delay 32.0 HCM Level of Service C HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 106.8 Sum of lost time (s) 14.0 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 29 599 31 53 712 4 34 9 23 8 5 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3513 ~ 1770 3536 1770 1863 1583 1770 1644 ~ Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1770 3513 1770 3536 1863 1863 1583 1863 1644 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 31 644 33 57 766 4 37 10 25 9 5 18 RTOR Reduction (vph) 0 3 0 0 0 0 0 0 23 0 17 0 Lane Group Flow (vph) 31 674 0 57 770 0 37 10 2 9 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.1 25.5 i 3.7 27.1 ' 3.6 3.6 3.6 3.6 3.6 ] Effective Green, g (s) 2.1 25.5 3.7 27.1 3.6 3.6 3.6 3.6 3.6 Actuated g/C Ratio 0.04 0.54 j 0.08 0.58 0.08 0.08 0.08 0.08 0.08 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 79 1914 140 2048 143 143 122 143 126 v/s Ratio Prot 0.02 0.19 c0.03 c0.22 0.01 0.00 v/s Ratio Perm c0.02 0.00 0.00 v/c Ratio 0.39 0.35 0.41 0.38 0.26 0.07 0.02 0.06 0.05 Uniform Delay, d1 21.7 6.0 20.5 5.3 20.3 20.0 20.0 20.0 20.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.2 0.7 0.2 0.4 0.1 0.0 0.1 0.1 Delay (s) 22.9 6.2 ~ 21.2 5.5 20.7 20.1 20.0 20.1 20.1 ~ Level of Service C A C A C C B C C Approach Delay (s) 6.9 6.5 20.4 20.1 Approach LOS A A C C HCM Average Control Delay 7.6 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 46.8 Sum of lost time (s) 9.0 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Existing Conditions 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 29 499 10 0 575 33 2 0 2 37 0 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3529 ~ 3510 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.92 0.76 1.00 Satd. Flow (perm) 1770 3529 3510 1597 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 33 567 11 0 653 38 2 0 2 42 0 64 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 51 Lane Group Flow (vph) 33 577 0 0 688 0 0 2 0 0 42 13 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 3.5 41.2 = 33.2 ] 12.9 ] 12.9 12.9 Effective Green, g (s) 3.5 41.2 33.2 12.9 12.9 12.9 Actuated g/C Ratio 0.06 0.65 = 0.52 ~ 0.20 ~ 0.20 0.20 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 97 2286 1832 324 285 321 v/s Ratio Prot 0.02 c0.16 c0.20 v/s Ratio Perm 0.00 c0.03 0.01 v/c Ratio 0.34 0.25 0.38 0.01 0.15 0.04 Uniform Delay, d1 28.9 4.7 9.0 20.2 20.8 20.4 Progression Factor 1.00 1.00 0.41 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.2 0.0 0.1 0.0 Delay (s) 29.7 4.7 ~ 3.8 ~ 20.2 ~ 20.9 20.4 Level of Service C A A C C C Approach Delay (s) 6.1 3.8 20.2 20.6 Approach LOS A A C C HCM Average Control Delay 6.1 HCM Level of Service A HCM Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 63.6 Sum of lost time (s) 9.0 Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Existing Conditions 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 20 512 32 11 548 108 8 3 2 130 7 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.94 ~ 0.97 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot) ~ 1770 3508 ~ 1770 3452 1770 1751 ~ 1743 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.78 Satd. Flow (perm) 1770 3508 1770 3452 1281 1751 1409 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 22 575 36 12 616 121 9 3 2 146 8 43 RTOR Reduction (vph) 0 4 0 0 12 0 0 2 0 0 12 0 Lane Group Flow (vph) 22 607 0 12 725 0 9 3 0 0 185 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 3.5 26.5 i 10.2 33.2 12.9 12.9 ] 12.9 Effective Green, g (s) 3.5 26.5 10.2 33.2 12.9 12.9 12.9 Actuated g/C Ratio 0.06 0.42 j 0.16 0.52 0.20 0.20 ~ 0.20 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 97 1462 284 1802 260 355 286 v/s Ratio Prot c0.01 0.17 0.01 c0.21 0.00 v/s Ratio Perm 0.01 c0.13 v/c Ratio 0.23 0.42 0.04 0.40 0.03 0.01 0.65 Uniform Delay, d1 28.8 13.1 22.6 9.2 20.4 20.2 23.3 Progression Factor 1.45 0.76 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 0.0 0.2 0.0 0.0 3.7 Delay (s) 42.2 10.2 ~ 22.6 9.4 20.4 20.3 ~ 27.0 ~ Level of Service D B C A C C C Approach Delay (s) 11.3 9.6 20.3 27.0 Approach LOS B A C C HCM Average Control Delay 12.5 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 63.6 Sum of lost time (s) 14.0 Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Existing Conditions 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 2 586 62 231 747 0 62 0 114 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3488 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3488 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 681 72 269 869 0 72 0 133 0 5 6 RTOR Reduction (vph) 0 9 0 0 0 0 0 0 119 0 5 0 Lane Group Flow (vph) 2 744 0 269 869 0 0 72 14 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.7 25.9 I 13.6 38.8 ~ 6.3 6.3 6.3 ] Effective Green, g (s) 0.7 25.9 13.6 38.8 6.3 6.3 6.3 Actuated g/C Ratio 0.01 0.43 j 0.23 0.65 ~ 0.11 0.11 0.11 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 21 1511 403 2296 147 167 182 v/s Ratio Prot 0.00 c0.21 c0.15 0.25 0.00 v/s Ratio Perm c0.05 0.01 v/c Ratio 0.10 0.49 0.67 0.38 0.49 0.08 0.03 Uniform Delay, d1 29.2 12.2 21.0 4.9 25.2 24.1 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.3 3.2 0.1 0.9 0.1 0.0 Delay (s) 30.0 12.6 ~ 24.3 5.0 ~ 26.2 24.2 24.0 ~ Level of Service C B C A C C C Approach Delay (s) 12.6 9.6 24.9 24.0 Approach LOS B A C C HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 59.8 Sum of lost time (s) 14.0 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Existing Conditions 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 258 322 23 265 517 24 133 235 40 144 396 322 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3360 1583 1770 3539 1583 1610 3311 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3360 1583 1770 3539 1583 1610 3311 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 300 374 27 308 601 28 155 273 47 167 460 374 RTOR Reduction (vph) 0 0 11 0 0 11 0 8 0 0 0 122 Lane Group Flow (vph) 219 455 16 308 601 17 139 328 0 167 460 252 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 27.8 27.8 27.8 32.9 32.9 32.9 21.5 21.5 30.7 30.7 30.7 Effective Green, g (s) 27.8 27.8 27.8 32.9 32.9 32.9 21.5 21.5 30.7 30.7 30.7 Actuated g/C Ratio 0.21 0.21 0.21 0.25 0.25 0.25 0.16 0.16 0.23 0.23 0.23 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 337 703 331 438 876 392 260 536 409 818 366 v/s Ratio Prot c0.14 0.14 c0.17 0.17 0.09 c0.10 0.09 0.13 v/s Ratio Perm 0.01 0.01 c0.16 v/c Ratio 0.65 0.65 0.05 0.70 0.69 0.04 0.53 0.61 0.41 0.56 0.69 Uniform Delay, d1 48.1 48.1 42.0 45.6 45.3 38.0 51.1 51.8 43.4 45.2 46.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.8 2.3 0.1 5.4 2.4 0.1 2.7 2.4 0.9 1.1 5.7 Delay (s) 52.9 50.4 42.1 51.0 47.8 38.1 53.8 54.2 44.3 46.2 52.5 Level of Service D D D D D D D D D D D Approach Delay (s) 50.8 48.5 54.1 48.2 Approach LOS D D D D HCM Average Control Delay 49.8 HCM Level of Service D HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 132.9 Sum of lost time (s) 20.0 Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Existing Conditions 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 133 212 480 316 171 193 470 1230 554 124 873 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 145 230 522 343 186 210 511 1337 602 135 949 177 RTOR Reduction (vph) 0 0 362 0 0 124 0 0 267 0 0 129 Lane Group Flow (vph) 145 230 160 343 186 86 511 1337 335 135 949 48 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 7.9 34.4 34.4 13.6 40.1 40.1 19.7 43.4 57.0 8.6 32.3 32.3 Effective Green, g (s) 7.9 34.4 34.4 13.6 40.1 40.1 19.7 43.4 57.0 8.6 32.3 32.3 Actuated g/C Ratio 0.07 0.29 0.29 0.11 0.33 0.33 0.16 0.36 0.48 0.07 0.27 0.27 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 226 1015 799 566 623 529 564 1839 1440 246 1369 426 v/s Ratio Prot 0.04 0.06 c0.07 c0.10 c0.15 c0.26 0.03 0.04 0.19 v/s Ratio Perm 0.06 0.05 0.09 0.03 v/c Ratio 0.64 0.23 0.20 0.61 0.30 0.16 0.91 0.73 0.23 0.55 0.69 0.11 Uniform Delay, d1 54.7 32.7 32.4 50.6 29.5 28.1 49.2 33.2 18.6 53.8 39.4 33.0 Progression Factor 1.00 1.00 1.00 0.83 0.99 1.64 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.5 0.6 1.8 1.2 0.7 18.1 1.6 0.1 2.5 1.7 0.2 Delay (s) 60.8 33.2 33.0 43.8 30.5 46.8 67.3 34.7 18.7 56.3 41.1 33.2 Level of Service E C C D C D E C B E D C Approach Delay (s) 37.5 41.3 37.6 41.6 Approach LOS D D D D HCM Average Control Delay 39.0 HCM Level of Service D HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Existing Conditions 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 90 709 79 60 371 35 94 23 38 41 22 92 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 5009 ~ 1770 6326 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5009 1770 6326 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 94 739 82 62 386 36 98 24 40 43 23 96 RTOR Reduction (vph) 0 7 0 0 8 0 0 0 36 0 0 89 Lane Group Flow (vph) 94 814 0 62 414 0 98 24 4 43 23 7 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 10.2 75.9 i 6.9 72.6 ' 9.9 12.4 12.4 6.3 8.8 8.8 Effective Green, g (s) 10.2 75.9 6.9 72.6 9.9 12.4 12.4 6.3 8.8 8.8 Actuated g/C Ratio 0.08 0.63 j 0.06 0.60 0.08 0.10 0.10 0.05 0.07 0.07 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 150 3168 102 3827 146 193 164 93 137 116 v/s Ratio Prot c0.05 c0.16 0.04 0.07 c0.06 c0.01 0.02 c0.01 v/s Ratio Perm 0.00 0.00 v/c Ratio 0.63 0.26 0.61 0.11 0.67 0.12 0.03 0.46 0.17 0.06 Uniform Delay, d1 53.1 9.7 55.2 10.0 53.5 48.9 48.4 55.2 52.2 51.8 Progression Factor 1.19 0.57 0.89 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 0.2 6.8 0.1 9.2 0.3 0.1 1.3 0.7 0.3 Delay (s) 68.6 5.7 ~ 55.7 6.8 62.6 49.2 48.4 56.5 52.9 52.0 Level of Service E A E A E D D E D D Approach Delay (s) 12.2 13.1 57.1 53.3 Approach LOS B B E D HCM Average Control Delay 20.5 HCM Level of Service C HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Existing Conditions 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 46 561 144 56 435 15 27 2 31 2 7 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.89 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4930 ~ 1770 5060 1770 1863 1583 1770 1662 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4930 1770 5060 1380 1863 1583 1409 1662 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 46 567 145 57 439 15 27 2 31 2 7 18 RTOR Reduction (vph) 0 20 0 0 2 0 0 0 29 0 17 0 Lane Group Flow (vph) 46 692 0 57 452 0 27 2 2 2 8 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 6.4 93.0 I 6.8 93.4 ' 6.2 6.2 6.2 6.2 6.2 ] Effective Green, g (s) 6.4 93.0 6.8 93.4 6.2 6.2 6.2 6.2 6.2 Actuated g/C Ratio 0.05 0.78 j 0.06 0.78 0.05 0.05 0.05 0.05 0.05 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 94 3821 100 3938 71 96 82 73 86 v/s Ratio Prot 0.03 c0.14 c0.03 0.09 0.00 0.00 v/s Ratio Perm c0.02 0.00 0.00 v/c Ratio 0.49 0.18 0.57 0.11 0.38 0.02 0.02 0.03 0.09 Uniform Delay, d1 55.2 3.5 55.2 3.2 55.0 54.0 54.0 54.0 54.2 Progression Factor 1.29 0.12 1.47 0.32 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.1 4.3 0.1 1.2 0.0 0.0 0.1 0.2 Delay (s) 72.4 0.5 ~ 85.7 1.1 56.3 54.1 54.0 54.1 54.4 ~ Level of Service E A F A E D D D D Approach Delay (s) 4.9 10.5 55.1 54.4 Approach LOS A B E D HCM Average Control Delay 10.2 HCM Level of Service B HCM Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Existing Conditions 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 114 434 81 238 436 69 74 100 254 66 213 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 ~ Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4966 ~ 1770 5085 1583 1770 1863 1583 3433 1819 ~ Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4966 1770 5085 1583 1770 1863 1583 3433 1819 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 119 452 84 248 454 72 77 104 265 69 222 41 RTOR Reduction (vph) 0 18 0 0 0 36 0 0 213 0 6 0 Lane Group Flow (vph) 119 518 0 248 454 36 77 104 52 69 257 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 12.0 51.6 I 20.5 60.1 60.1 7.3 23.6 23.6 5.8 22.1 ] Effective Green, g (s) 12.0 51.6 20.5 60.1 60.1 7.3 23.6 23.6 5.8 22.1 Actuated g/C Ratio 0.10 0.43 j 0.17 0.50 0.50 0.06 0.20 0.20 0.05 0.18 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 177 2135 302 2547 793 108 366 311 166 335 v/s Ratio Prot 0.07 c0.10 c0.14 0.09 c0.04 0.06 0.02 c0.14 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.67 0.24 0.82 0.18 0.05 0.71 0.28 0.17 0.42 0.77 Uniform Delay, d1 52.1 21.8 48.0 16.4 15.3 55.3 41.0 40.0 55.5 46.5 Progression Factor 0.92 0.93 0.84 0.78 1.19 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 0.3 15.2 0.2 0.1 16.8 0.4 0.3 0.6 10.1 Delay (s) 55.4 20.6 ~ 55.7 12.9 18.3 72.2 41.4 40.3 56.1 56.6 ~ Level of Service E C E B B E D D E E Approach Delay (s) 26.9 27.1 46.1 56.5 Approach LOS C C D E HCM Average Control Delay 35.3 HCM Level of Service D HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.5 56 5% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Existing Conditions 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 194 429 134 107 501 272 14 8 4 426 104 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3413 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3413 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 220 488 152 122 569 309 16 9 5 484 118 203 RTOR Reduction (vph) 0 15 0 0 0 128 0 0 5 0 0 172 Lane Group Flow (vph) 220 625 0 122 569 181 16 9 0 484 118 31 Turn Type Prot Prot Perm Prot Perm Prot c ustom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.4 69.7 I 10.1 70.4 70.4 2.7 2.9 2.9 18.3 18.5 18.3 Effective Green, g (s) 9.4 69.7 10.1 70.4 70.4 2.7 2.9 2.9 18.3 18.5 18.3 Actuated g/C Ratio 0.08 0.58 j 0.08 0.59 0.59 0.02 0.02 0.02 0.15 0.15 0.15 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 269 1982 149 2983 929 40 86 38 524 287 241 v/s Ratio Prot 0.06 c0.18 c0.07 0.11 0.01 0.00 c0.14 c0.06 v/s Ratio Perm 0.11 0.00 0.02 v/c Ratio 0.82 0.32 0.82 0.19 0.20 0.40 0.10 0.00 0.92 0.41 0.13 Uniform Delay, d1 54.5 12.9 54.0 11.5 11.6 57.9 57.3 57.1 50.2 45.8 44.0 Progression Factor 1.01 1.39 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.1 0.4 27.0 0.1 0.5 2.4 0.7 0.0 21.8 0.3 0.1 Delay (s) 71.1 18.3 ~ 81.0 11.7 12.0 60.2 58.0 57.2 71.9 46.2 44.0 Level of Service E B F B B E E E E D D Approach Delay (s) 31.8 20.3 59.1 61.1 Approach LOS C C E E HCM Average Control Delay 36.6 HCM Level of Service D HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 4 4 1 21 6 25 0 26 5 42 50 1 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 5 5 1 27 8 32 0 34 6 55 65 1 Volume Total (vph) 12 27 40 40 121 Volume Left (vph) 5 27 0 0 55 Volume Right (vph) 1 0 32 6 1 Hadj (s) 0.06 0.53 -0.53 -0.06 0.12 Departure Headway (s) 4.5 5.4 4.3 4.2 4.2 Degree Utilization, x 0.01 0.04 0.05 0.05 0.14 Capacity (veh/h) 766 637 793 837 829 Control Delay (s) 7.6 7.4 6.4 7.4 8.0 Approach Delay (s) 7.6 6.8 7.4 8.0 Approach LOS A A Intersection Summary A A Delay 7.5 HCM Level of Service A Intersection Capacity Utilization _ 22.2% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Existing Conditions 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 14 52 28 34 80 415 15 40 4 474 38 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.95 ~ 1.00 0.85 1.00 0.99 1.00 0.95 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1765 ~ 1836 1583 1770 1838 1770 1773 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1765 1836 1583 1770 1838 1770 1773 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 15 54 29 35 83 432 16 42 4 494 40 19 RTOR Reduction (vph) 0 20 0 0 0 359 0 4 0 0 12 0 Lane Group Flow (vph) 15 63 0 0 118 73 16 42 0 494 47 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 6.4 6.4 ~ 11.1 11.1 4.1 4.1 25.7 25.7 ] Effective Green, g (s) 6.4 6.4 11.1 11.1 4.1 4.1 25.7 25.7 Actuated g/C Ratio 0.10 0.10 = 0.17 0.17 0.06 0.06 0.39 0.39 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 173 173 312 269 111 115 697 698 v/s Ratio Prot 0.01 c0.04 c0.06 0.01 c0.02 c0.28 0.03 v/s Ratio Perm 0.05 v/c Ratio 0.09 0.37 0.38 0.27 0.14 0.37 0.71 0.07 Uniform Delay, d1 26.8 27.5 24.0 23.6 28.9 29.4 16.7 12.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.3 0.8 0.6 0.6 2.0 3.3 0.0 Delay (s) 27.0 28.9 ~ 24.8 24.1 29.5 31.3 20.0 12.4 ~ Level of Service C C C C C C B B Approach Delay (s) 28.6 24.3 30.9 19.2 Approach LOS C C C B HCM Average Control Delay 22.7 HCM Level of Service C HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 65.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 276 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 294 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.96 0.96 0.96 vC, conflicting volume 262 207 354 vC1, stage 1 conf vol vC2, stage 2 conf vol _ vCu, unblocked vol 210 153 306 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 735 857 1204 Direction, Lane # NB 1 SB 1 Volume Total 34 354 Volume Left 20 0 Volume Right 0 294 cSH 1204 1700 Volume to Capacity 0.02 0.21 Queue Length 95th (ft) 1 0 Control Delay (s) 4.8 0.0 Lane LOS A Approach Delay (s) 4.8 0.0 Approach LOS Average Delay 0.4 Intersection Capacity Utilization 23.3% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 49 32 291 46 342 145 594 579 294 417 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1708 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.63 1.00 1.00 0.95 0.51 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1181 1863 1583 1681 905 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 54 36 323 51 380 161 660 643 327 463 49 RTOR Reduction (vph) 0 0 33 0 0 247 0 0 423 0 0 32 Lane Group Flow (vph) 49 54 3 187 187 133 161 660 220 327 463 17 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.8 7.8 7.8 19.2 31.5 31.5 13.1 30.7 30.7 13.5 31.1 31.1 Effective Green, g (s) 7.8 7.8 7.8 19.2 31.5 31.5 13.1 30.7 30.7 13.5 31.1 31.1 Actuated g/C Ratio 0.09 0.09 0.09 0.21 0.35 0.35 0.15 0.34 0.34 0.15 0.35 0.35 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 103 162 138 360 490 556 258 1211 542 517 1763 549 v/s Ratio Prot 0.03 c0.11 0.08 0.09 c0.19 c0.10 0.09 v/s Ratio Perm 0.04 0.00 c0.05 0.08 0.14 0.01 v/c Ratio 0.48 0.33 0.02 0.52 0.38 0.24 0.62 0.55 0.41 0.63 0.26 0.03 Uniform Delay, d1 39.0 38.5 37.5 31.2 21.8 20.6 36.0 23.9 22.5 35.8 21.1 19.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.4 0.0 0.5 0.2 0.1 3.4 0.6 0.7 1.9 0.1 0.0 Delay (s) 40.3 38.9 37.5 31.7 22.0 20.7 39.3 24.5 23.2 37.6 21.2 19.4 Level of Service D D D C C C D C C D C B Approach Delay (s) 39.0 23.7 25.6 27.5 Approach LOS D C C C HCM Average Control Delay 26.2 HCM Level of Service C HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 89.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 110 706 96 114 496 25 153 34 82 39 24 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3476 ~ 1770 3514 1770 1863 1583 1770 1720 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.73 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3476 1770 3514 1351 1863 1583 1369 1720 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 111 713 97 115 501 25 155 34 83 39 24 25 RTOR Reduction (vph) 0 10 0 0 3 0 0 0 66 0 20 0 Lane Group Flow (vph) 111 800 0 115 523 0 155 34 17 39 29 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 7.0 23.8 i 7.1 23.9 11.9 11.9 11.9 11.9 11.9 ] Effective Green, g (s) 7.0 23.8 7.1 23.9 11.9 11.9 11.9 11.9 11.9 Actuated g/C Ratio 0.12 0.42 j 0.12 0.42 0.21 0.21 0.21 0.21 0.21 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 218 1456 221 1479 283 390 332 287 360 v/s Ratio Prot 0.06 c0.23 c0.06 0.15 0.02 0.02 v/s Ratio Perm c0.11 0.01 0.03 v/c Ratio 0.51 0.55 0.52 0.35 0.55 0.09 0.05 0.14 0.08 Uniform Delay, d1 23.3 12.5 23.3 11.2 20.0 18.1 17.9 18.3 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 1.0 0.2 1.2 0.0 0.0 0.1 0.0 Delay (s) 24.0 13.0 ~ 24.3 11.4 21.2 18.1 18.0 18.3 18.1 ~ Level of Service C B C B C B B B B Approach Delay (s) 14.3 13.7 19.8 18.2 Approach LOS B B B B HCM Average Control Delay 15.1 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 56.8 Sum of lost time (s) 14.0 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Existing Conditions 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 73 800 18 0 619 49 4 0 2 45 0 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3527 ~ 3500 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.87 0.75 1.00 Satd. Flow (perm) 1770 3527 3500 1545 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 76 833 19 0 645 51 4 0 2 47 0 45 RTOR Reduction (vph) 0 1 0 0 4 0 0 2 0 0 0 38 Lane Group Flow (vph) 76 851 0 0 692 0 0 4 0 0 47 7 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 6.3 48.2 = 37.4 ] 10.8 ] 10.8 10.8 Effective Green, g (s) 6.3 48.2 37.4 10.8 10.8 10.8 Actuated g/C Ratio 0.09 0.70 = 0.55 ~ 0.16 ~ 0.16 0.16 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 163 2482 1911 244 221 250 v/s Ratio Prot c0.04 c0.24 c0.20 v/s Ratio Perm 0.00 c0.03 0.00 v/c Ratio 0.47 0.34 0.36 0.02 0.21 0.03 Uniform Delay, d1 29.5 4.0 8.8 24.4 25.1 24.4 Progression Factor 1.00 1.00 0.51 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.2 0.0 0.2 0.0 Delay (s) 30.3 4.0 ~ 4.7 ~ 24.4 ~ 25.3 24.4 Level of Service C A A C C C Approach Delay (s) 6.1 4.7 24.4 24.9 Approach LOS A A C C HCM Average Control Delay 6.6 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 68.5 Sum of lost time (s) 9.0 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Existing Conditions 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 48 733 46 17 570 83 60 17 25 92 8 36 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3508 ~ 1770 3472 1770 1698 ~ 1737 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.70 1.00 0.77 Satd. Flow (perm) 1770 3508 1770 3472 1297 1698 1382 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 51 772 48 18 600 87 63 18 26 97 8 38 RTOR Reduction (vph) 0 4 0 0 8 0 0 22 0 0 16 0 Lane Group Flow (vph) 51 816 0 18 679 0 63 22 0 0 127 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 6.3 30.4 I 13.3 37.4 10.8 10.8 ] 10.8 Effective Green, g (s) 6.3 30.4 13.3 37.4 10.8 10.8 10.8 Actuated g/C Ratio 0.09 0.44 j 0.19 0.55 0.16 0.16 ~ 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 163 1557 344 1896 204 268 218 v/s Ratio Prot c0.03 c0.23 0.01 c0.20 0.01 v/s Ratio Perm 0.05 c0.09 v/c Ratio 0.31 0.52 0.05 0.36 0.31 0.08 0.58 Uniform Delay, d1 29.1 13.8 22.5 8.8 25.5 24.6 26.8 Progression Factor 1.31 0.80 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.0 0.2 0.3 0.0 2.5 Delay (s) 38.4 11.5 ~ 22.5 8.9 25.9 24.7 ~ 29.3 ~ Level of Service D B C A C C C Approach Delay (s) 13.1 9.3 25.4 29.3 Approach LOS B A C C HCM Average Control Delay 13.6 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 68.5 Sum of lost time (s) 19.0 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Existing Conditions 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 691 123 209 479 2 147 5 322 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3459 ~ 1770 3537 ~ 1777 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3459 1770 3537 1343 1583 1631 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 735 131 222 510 2 156 5 343 4 5 7 RTOR Reduction (vph) 0 16 0 0 0 0 0 0 280 0 6 0 Lane Group Flow (vph) 9 850 0 222 512 0 0 161 63 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.9 29.2 I 12.9 41.2 ~ 12.7 12.7 12.7 ] Effective Green, g (s) 0.9 29.2 12.9 41.2 12.7 12.7 12.7 Actuated g/C Ratio 0.01 0.42 j 0.19 0.60 ~ 0.18 0.18 0.18 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 23 1468 332 2118 248 292 301 v/s Ratio Prot 0.01 c0.25 c0.13 0.14 v/s Ratio Perm c0.12 0.04 0.01 v/c Ratio 0.39 0.58 0.67 0.24 0.65 0.22 0.03 Uniform Delay, d1 33.7 15.1 26.0 6.5 26.0 23.8 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 0.7 3.9 0.1 4.3 0.1 0.0 Delay (s) 37.6 15.8 ~ 29.9 6.6 ~ 30.3 24.0 23.0 ~ Level of Service D B C A C C C Approach Delay (s) 16.0 13.6 26.0 23.0 Approach LOS B B C C HCM Average Control Delay 17.6 HCM Level of Service B HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) I t ti C it Utili ti 68.8 Sum of lost time (s) 14.0 61 3% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Existing Conditions 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 392 580 78 142 311 26 148 347 110 75 275 242 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3370 1583 1770 3539 1583 1610 3267 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3370 1583 1770 3539 1583 1610 3267 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 404 598 80 146 321 27 153 358 113 77 284 249 RTOR Reduction (vph) 0 0 20 0 0 21 0 15 0 0 0 145 Lane Group Flow (vph) 323 679 60 146 321 6 138 471 0 77 284 104 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 35.5 35.5 35.5 19.1 19.1 19.1 25.8 25.8 18.6 18.6 18.6 Effective Green, g (s) 35.5 35.5 35.5 19.1 19.1 19.1 25.8 25.8 18.6 18.6 18.6 Actuated g/C Ratio 0.30 0.30 0.30 0.16 0.16 0.16 0.22 0.22 0.16 0.16 0.16 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 480 1005 472 284 568 254 349 708 277 553 247 v/s Ratio Prot 0.20 c0.20 0.08 c0.09 0.09 c0.14 0.04 c0.08 v/s Ratio Perm 0.04 0.00 0.07 v/c Ratio 0.67 0.68 0.13 0.51 0.57 0.02 0.40 0.67 0.28 0.51 0.42 Uniform Delay, d1 36.7 36.7 30.5 45.7 46.1 42.1 39.9 42.6 44.3 46.1 45.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 2.0 0.2 2.1 1.6 0.1 1.0 2.6 0.7 1.1 1.6 Delay (s) 40.7 38.7 30.6 47.8 47.7 42.1 40.9 45.3 45.0 47.1 46.9 Level of Service D D C D D D D D D D D Approach Delay (s) 38.7 47.4 44.3 46.8 Approach LOS D D D D HCM Average Control Delay 43.2 HCM Level of Service D HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) I t ti C it Utili ti 119.0 Sum of lost time (s) 20.0 62 8% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Existing Conditions 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 115 253 342 803 243 163 575 1030 882 198 505 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 128 281 380 892 270 181 639 1144 980 220 561 97 RTOR Reduction (vph) 0 0 320 0 0 119 0 0 200 0 0 79 Lane Group Flow (vph) 128 281 60 892 270 62 639 1144 780 220 561 18 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.6 19.0 19.0 30.6 41.0 41.0 28.0 41.4 72.0 9.0 22.4 22.4 Effective Green, g (s) 8.6 19.0 19.0 30.6 41.0 41.0 28.0 41.4 72.0 9.0 22.4 22.4 Actuated g/C Ratio 0.07 0.16 0.16 0.26 0.34 0.34 0.23 0.34 0.60 0.08 0.19 0.19 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 246 560 441 1272 637 541 801 1754 1788 257 949 295 v/s Ratio Prot 0.04 c0.08 c0.18 0.14 c0.19 c0.22 0.11 0.06 0.11 v/s Ratio Perm 0.02 0.04 0.17 0.01 v/c Ratio 0.52 0.50 0.14 0.70 0.42 0.11 0.80 0.65 0.44 0.86 0.59 0.06 Uniform Delay, d1 53.7 46.2 43.4 40.6 30.4 27.1 43.3 33.2 13.0 54.9 44.6 40.2 Progression Factor 1.00 1.00 1.00 0.70 0.83 0.96 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 3.2 0.6 1.6 1.9 0.4 5.6 1.0 0.2 23.3 1.2 0.1 Delay (s) 55.7 49.4 44.1 29.9 27.1 26.5 48.9 34.2 13.2 78.1 45.8 40.3 Level of Service E D D C C C D C B E D D Approach Delay (s) 47.8 28.8 30.1 53.3 Approach LOS D C C D HCM Average Control Delay 35.8 HCM Level of Service D HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Existing Conditions 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 237 879 151 115 815 92 232 59 79 142 60 194 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4974 ~ 1770 6310 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4974 1770 6310 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 255 945 162 124 876 99 249 63 85 153 65 209 RTOR Reduction (vph) 0 14 0 0 12 0 0 0 75 0 0 191 Lane Group Flow (vph) 255 1093 0 124 963 0 249 63 10 153 65 18 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 63.3 i 11.2 57.0 16.5 14.5 14.5 12.5 10.5 10.5 Effective Green, g (s) 17.5 63.3 11.2 57.0 16.5 14.5 14.5 12.5 10.5 10.5 Actuated g/C Ratio 0.15 0.53 j 0.09 0.48 0.14 0.12 0.12 0.10 0.09 0.09 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2624 165 2997 243 225 191 184 163 139 v/s Ratio Prot c0.14 c0.22 0.07 0.15 c0.14 c0.03 0.09 c0.03 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.99 0.42 0.75 0.32 1.02 0.28 0.05 0.83 0.40 0.13 Uniform Delay, d1 51.1 17.2 53.0 19.5 51.8 48.0 46.7 52.7 51.8 50.5 Progression Factor 0.78 1.39 1.02 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 48.6 0.4 15.2 0.3 64.3 0.8 0.1 25.2 1.9 0.5 Delay (s) 88.7 24.3 ~ 69.4 20.6 116.0 48.8 46.8 77.9 53.7 51.1 Level of Service F C E C F D D E D D Approach Delay (s) 36.3 26.1 90.5 61.1 Approach LOS D C F E HCM Average Control Delay 42.7 HCM Level of Service D HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.0 57 9% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Existing Conditions 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 120 988 56 53 844 40 121 16 103 62 5 61 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.86 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 5045 ~ 1770 5051 1770 1863 1583 1770 1603 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.71 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 5045 1770 5051 1324 1863 1583 1390 1603 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 129 1062 60 57 908 43 130 17 111 67 5 66 RTOR Reduction (vph) 0 4 0 0 3 0 0 0 96 0 57 0 Lane Group Flow (vph) 129 1118 0 57 948 0 130 17 15 67 14 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 10.9 83.1 I 6.8 79.0 16.1 16.1 16.1 16.1 16.1 Effective Green, g (s) 10.9 83.1 6.8 79.0 16.1 16.1 16.1 16.1 16.1 Actuated g/C Ratio 0.09 0.69 j 0.06 0.66 0.13 0.13 0.13 0.13 0.13 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 161 3494 100 3325 178 250 212 186 215 v/s Ratio Prot c0.07 c0.22 0.03 0.19 0.01 0.01 v/s Ratio Perm c0.10 0.01 0.05 v/c Ratio 0.80 0.32 0.57 0.28 0.73 0.07 0.07 0.36 0.06 Uniform Delay, d1 53.5 7.3 55.2 8.6 49.9 45.4 45.4 47.3 45.4 Progression Factor 0.75 2.54 0.75 2.33 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.5 0.2 4.1 0.2 12.4 0.0 0.1 0.4 0.0 Delay (s) 61.6 18.8 ~ 45.7 20.3 62.3 45.4 45.5 47.7 45.4 ~ Level of Service E B D C E D D D D Approach Delay (s) 23.2 21.7 53.9 46.5 Approach LOS C C D D HCM Average Control Delay 26.8 HCM Level of Service C HCM Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Existing Conditions 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 174 857 144 310 747 173 146 188 287 185 117 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4975 ~ 1770 5085 1583 1770 1863 1583 3433 1738 ~ Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4975 1770 5085 1583 1770 1863 1583 3433 1738 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 178 874 147 316 762 177 149 192 293 189 119 96 RTOR Reduction (vph) 0 16 0 0 0 96 0 0 244 0 26 0 Lane Group Flow (vph) 178 1005 0 316 762 81 149 192 49 189 189 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 15.9 45.9 i 24.9 54.9 54.9 12.5 19.9 19.9 10.8 18.2 Effective Green, g (s) 15.9 45.9 24.9 54.9 54.9 12.5 19.9 19.9 10.8 18.2 Actuated g/C Ratio 0.13 0.38 j 0.21 0.46 0.46 0.10 0.17 0.17 0.09 0.15 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 235 1903 367 2326 724 184 309 263 309 264 v/s Ratio Prot 0.10 c0.20 c0.18 0.15 c0.08 0.10 0.06 c0.11 v/s Ratio Perm 0.05 0.03 v/c Ratio 0.76 0.53 0.86 0.33 0.11 0.81 0.62 0.18 0.61 0.71 Uniform Delay, d1 50.2 28.7 45.9 20.8 18.6 52.6 46.5 43.1 52.6 48.4 Progression Factor 0.70 1.34 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 1.0 17.7 0.4 0.3 21.3 3.9 0.3 2.5 8.9 Delay (s) 46.5 39.4 ~ 63.6 21.1 18.9 73.9 50.4 43.4 55.1 57.3 ~ Level of Service D D E C B E D D E E Approach Delay (s) 40.4 31.5 52.7 56.3 Approach LOS D C D E HCM Average Control Delay 41.3 HCM Level of Service D HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Existing Conditions 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 336 776 215 201 923 325 66 28 8 296 78 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3424 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3424 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 354 817 226 212 972 342 69 29 8 312 82 235 RTOR Reduction (vph) 0 13 0 0 0 150 0 0 8 0 0 203 Lane Group Flow (vph) 354 1030 0 212 972 192 69 29 0 312 82 32 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 15.8 69.7 I 18.9 72.8 72.8 7.6 4.9 4.9 17.5 14.8 17.5 Effective Green, g (s) 15.8 69.7 18.9 72.8 72.8 7.6 4.9 4.9 17.5 14.8 17.5 Actuated g/C Ratio 0.12 0.54 j 0.15 0.56 0.56 0.06 0.04 0.04 0.13 0.11 0.13 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 417 1836 257 2848 886 103 133 60 462 212 213 v/s Ratio Prot 0.10 c0.30 c0.12 c0.19 0.04 0.01 c0.09 c0.04 v/s Ratio Perm 0.12 0.00 0.02 v/c Ratio 0.85 0.56 0.82 0.34 0.22 0.67 0.22 0.01 0.68 0.39 0.15 Uniform Delay, d1 55.9 20.0 53.9 15.6 14.3 60.0 60.7 60.2 53.5 53.4 49.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.3 1.2 18.1 0.3 0.6 12.1 1.1 0.0 3.1 0.4 0.1 Delay (s) 70.2 21.2 ~ 72.1 15.9 14.9 72.0 61.8 60.2 56.6 53.8 49.8 Level of Service E C E B B E E E E D D Approach Delay (s) 33.6 23.5 68.4 53.7 Approach LOS C C E D HCM Average Control Delay 33.9 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 11 12 1 9 12 35 1 44 28 48 22 6 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 13 14 1 11 14 42 1 52 33 57 26 7 Volume Total (vph) 29 11 Volume Left (vph) 13 11 Volume Right (vph) 1 0 Hadj (s) 0.10 0.53 Departure Headway (s) 4.6 5.5 Degree Utilization, x 0.04 0.02 Capacity (veh/h) 752 629 Control Delay (s) 7.7 7.3 Approach Delay (s) 7.7 6.7 Approach LOS A A HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 56 87 90 0 1 57 42 33 7 -0.49 -0.19 0.11 4.4 4.0 4.3 0.07 0.10 0.11 774 863 811 6.6 7.5 7.8 7.5 7.8 A A 7.4 ~ A 25.5% ICU Level of Service A Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Existing Conditions 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 42 66 24 43 84 405 22 100 20 422 105 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 0.85 1.00 0.97 1.00 0.97 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1789 ~ 1832 1583 1770 1816 1770 1815 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1789 1832 1583 1770 1816 1770 1815 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 46 73 26 47 92 445 24 110 22 464 115 24 RTOR Reduction (vph) 0 13 0 0 0 366 0 7 0 0 6 0 Lane Group Flow (vph) 46 86 0 0 139 79 24 125 0 464 133 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 7.1 7.1 ~ 12.5 12.5 8.4 8.4 24.0 24.0 ] Effective Green, g (s) 7.1 7.1 12.5 12.5 8.4 8.4 24.0 24.0 Actuated g/C Ratio 0.10 0.10 = 0.18 0.18 0.12 0.12 0.34 0.34 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 180 181 327 283 212 218 607 622 v/s Ratio Prot 0.03 c0.05 c0.08 0.01 c0.07 c0.26 0.07 v/s Ratio Perm 0.05 v/c Ratio 0.26 0.47 0.43 0.28 0.11 0.57 0.76 0.21 Uniform Delay, d1 29.0 29.7 25.6 24.9 27.5 29.1 20.5 16.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 1.9 0.9 0.5 0.2 3.6 5.7 0.2 Delay (s) 29.8 31.6 ~ 26.4 25.4 27.7 32.7 26.2 16.5 ~ Level of Service C C C C C C C B Approach Delay (s) 31.0 25.7 31.9 23.9 Approach LOS C C C C HCM Average Control Delay 26.1 HCM Level of Service C HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 454 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 483 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 390 268 510 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 359 234 482 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 97 cM capacity (veh/h) 602 784 1051 Volume Total 88 510 Volume Left 34 0 Volume Right 0 483 cSH 1051 1700 Volume to Capacity 0.03 0.30 Queue Length 95th (ft) 3 0 Control Delay (s) 3.5 0.0 Lane LOS A Approach Delay (s) 3.5 0.0 Approach LOS Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 Near-Term AM and PM Peak Hour Synchro Worksheets Fri-~r~ ~ T'~ci~~ TRANSRO RiAT I(1N C.O PJ SIILTANYS HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 30 43 498 41 224 62 1094 276 350 644 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1698 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.59 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1096 1863 1583 1681 782 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 34 49 572 47 257 71 1257 317 402 740 33 RTOR Reduction (vph) 0 0 46 0 0 171 0 0 126 0 0 18 Lane Group Flow (vph) 32 34 3 309 310 86 71 1257 191 402 740 15 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 6.8 6.8 6.8 25.2 36.5 36.5 7.6 41.4 41.4 16.8 50.6 50.6 Effective Green, g (s) 6.8 6.8 6.8 25.2 36.5 36.5 7.6 41.4 41.4 16.8 50.6 50.6 Actuated g/C Ratio 0.06 0.06 0.06 0.23 0.34 0.34 0.07 0.38 0.38 0.15 0.47 0.47 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 69 117 99 390 475 532 124 1348 603 531 2367 737 v/s Ratio Prot 0.02 c0.18 0.15 0.04 c0.36 c0.12 0.15 v/s Ratio Perm 0.03 0.00 c0.07 0.05 0.12 0.01 v/c Ratio 0.46 0.29 0.03 0.79 0.65 0.16 0.57 0.93 0.32 0.76 0.31 0.02 Uniform Delay, d1 49.2 48.6 47.9 39.3 30.7 25.4 49.0 32.3 23.7 44.0 18.2 15.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.5 0.0 9.9 2.5 0.1 3.9 11.9 0.4 5.4 0.1 0.0 Delay (s) 51.0 49.2 47.9 49.2 33.2 25.4 52.9 44.3 24.1 49.4 18.3 15.7 Level of Service D D D D C C D D C D B B Approach Delay (s) 49.1 36.5 40.7 28.9 Approach LOS D D D C HCM Average Control Delay 36.4 HCM Level of Service D HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 108.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 30 609 77 56 726 4 51 9 28 8 5 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3480 ~ 1770 3537 1770 1863 1583 1770 1642 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.98 1.00 1.00 0.98 1.00 Satd. Flow (perm) 1770 3480 1770 3537 1817 1863 1583 1817 1642 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 32 655 83 60 781 4 55 10 30 9 5 19 RTOR Reduction (vph) 0 7 0 0 0 0 0 0 27 0 17 0 Lane Group Flow (vph) 32 731 0 60 785 0 55 10 3 9 7 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.2 26.3 I 3.8 27.9 ' 4.1 4.1 4.1 4.1 4.1 ] Effective Green, g (s) 2.2 26.3 3.8 27.9 4.1 4.1 4.1 4.1 4.1 Actuated g/C Ratio 0.05 0.55 j 0.08 0.58 0.09 0.09 0.09 0.09 0.09 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 81 1899 140 2047 155 158 135 155 140 v/s Ratio Prot 0.02 0.21 c0.03 c0.22 0.01 0.00 v/s Ratio Perm c0.03 0.00 0.00 v/c Ratio 0.40 0.39 0.43 0.38 0.35 0.06 0.02 0.06 0.05 Uniform Delay, d1 22.4 6.3 21.2 5.5 20.8 20.3 20.2 20.3 20.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.2 0.8 0.2 0.5 0.1 0.0 0.1 0.1 Delay (s) 23.5 6.5 ~ 21.9 5.7 21.3 20.3 20.2 20.3 20.3 ~ Level of Service C A C A C C C C C Approach Delay (s) 7.2 6.8 20.9 20.3 Approach LOS A A C C HCM Average Control Delay 8.0 HCM Level of Service A HCM Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 48.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 30 513 10 0 590 33 2 0 2 37 0 58 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3529 ~ 3511 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.92 0.76 1.00 Satd. Flow (perm) 1770 3529 3511 1598 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 34 583 11 0 670 38 2 0 2 42 0 66 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 53 Lane Group Flow (vph) 34 593 0 0 705 0 0 2 0 0 42 13 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 3.5 41.7 = 33.7 ~ 13.0 ~ 13.0 13.0 Effective Green, g (s) 3.5 41.7 33.7 13.0 13.0 13.0 Actuated g/C Ratio 0.05 0.65 = 0.52 ~ 0.20 ~ 0.20 0.20 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 96 2292 1843 324 285 321 v/s Ratio Prot 0.02 c0.17 c0.20 v/s Ratio Perm 0.00 c0.03 0.01 v/c Ratio 0.35 0.26 0.38 0.01 0.15 0.04 Uniform Delay, d1 29.3 4.7 9.1 20.4 21.0 20.6 Progression Factor 1.00 1.00 0.40 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.2 0.0 0.1 0.0 Delay (s) 30.1 4.8 ~ 3.8 ~ 20.5 ~ 21.1 20.6 Level of Service C A A C C C Approach Delay (s) 6.1 3.8 20.5 20.8 Approach LOS A A C C HCM Average Control Delay 6.1 HCM Level of Service A HCM Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 64.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 21 525 32 11 563 109 8 3 2 132 7 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.94 ~ 0.97 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot) ~ 1770 3509 ~ 1770 3453 1770 1751 ~ 1744 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.78 Satd. Flow (perm) 1770 3509 1770 3453 1282 1751 1408 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 24 590 36 12 633 122 9 3 2 148 8 43 RTOR Reduction (vph) 0 4 0 0 12 0 0 2 0 0 12 0 Lane Group Flow (vph) 24 622 0 12 743 0 9 3 0 0 187 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 3.5 26.9 i 10.3 33.7 13.0 13.0 ~ 13.0 ] Effective Green, g (s) 3.5 26.9 10.3 33.7 13.0 13.0 13.0 Actuated g/C Ratio 0.05 0.42 j 0.16 0.52 0.20 0.20 ~ 0.20 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 96 1470 284 1813 260 355 285 v/s Ratio Prot c0.01 0.18 0.01 c0.22 0.00 v/s Ratio Perm 0.01 c0.13 v/c Ratio 0.25 0.42 0.04 0.41 0.03 0.01 0.66 Uniform Delay, d1 29.1 13.2 22.8 9.2 20.6 20.5 23.5 Progression Factor 1.45 0.76 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 0.0 0.2 0.0 0.0 4.1 Delay (s) 42.6 10.2 ~ 22.8 9.4 20.6 20.5 ~ 27.7 ~ Level of Service D B C A C C C Approach Delay (s) 11.4 9.6 20.5 27.7 Approach LOS B A C C HCM Average Control Delay 12.7 HCM Level of Service B HCM Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 64.2 Sum of lost time (s) 14.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 2 598 65 257 762 0 63 0 128 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3487 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3487 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 695 76 299 886 0 73 0 149 0 5 6 RTOR Reduction (vph) 0 9 0 0 0 0 0 0 134 0 5 0 Lane Group Flow (vph) 2 762 0 299 886 0 0 73 15 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.8 26.6 i 15.0 40.8 ~ 6.4 6.4 6.4 ] Effective Green, g (s) 0.8 26.6 15.0 40.8 6.4 6.4 6.4 Actuated g/C Ratio 0.01 0.43 j 0.24 0.66 ~ 0.10 0.10 0.10 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 23 1496 428 2329 144 163 178 v/s Ratio Prot 0.00 c0.22 c0.17 0.25 0.00 v/s Ratio Perm c0.05 0.01 v/c Ratio 0.09 0.51 0.70 0.38 0.51 0.09 0.03 Uniform Delay, d1 30.2 12.9 21.4 4.8 26.3 25.2 25.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.4 4.0 0.1 1.0 0.1 0.0 Delay (s) 30.8 13.3 ~ 25.4 5.0 ~ 27.3 25.3 25.0 ~ Level of Service C B C A C C C Approach Delay (s) 13.4 10.1 25.9 25.0 Approach LOS B B C C HCM Average Control Delay 12.9 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 62.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 274 331 25 273 536 25 134 247 45 144 416 343 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3359 1583 1770 3539 1583 1610 3308 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3359 1583 1770 3539 1583 1610 3308 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 319 385 29 317 623 29 156 287 52 167 484 399 RTOR Reduction (vph) 0 0 11 0 0 11 0 8 0 0 0 123 Lane Group Flow (vph) 230 474 18 317 623 18 140 347 0 167 484 276 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 29.2 29.2 29.2 33.8 33.8 33.8 22.7 22.7 32.8 32.8 32.8 Effective Green, g (s) 29.2 29.2 29.2 33.8 33.8 33.8 22.7 22.7 32.8 32.8 32.8 Actuated g/C Ratio 0.21 0.21 0.21 0.24 0.24 0.24 0.16 0.16 0.24 0.24 0.24 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 339 708 334 432 864 386 264 542 419 838 375 v/s Ratio Prot c0.14 0.14 c0.18 0.18 0.09 c0.11 0.09 0.14 v/s Ratio Perm 0.01 0.01 c0.17 v/c Ratio 0.68 0.67 0.05 0.73 0.72 0.05 0.53 0.64 0.40 0.58 0.74 Uniform Delay, d1 50.3 50.2 43.6 48.2 48.0 40.0 53.0 54.1 44.5 46.7 48.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.8 2.7 0.1 6.8 3.2 0.1 2.6 2.9 0.9 1.2 7.8 Delay (s) 56.1 52.9 43.7 55.0 51.2 40.1 55.6 57.0 45.4 47.9 56.7 Level of Service E D D D D D E E D D E Approach Delay (s) 53.5 52.1 56.6 50.8 Approach LOS D D E D HCM Average Control Delay 52.7 HCM Level of Service D HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) I t ti C it Utili ti 138.5 Sum of lost time (s) 20.0 62 8% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 189 282 678 482 207 253 531 1261 864 186 891 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 205 307 737 524 225 275 577 1371 939 202 968 198 RTOR Reduction (vph) 0 0 365 0 0 120 0 0 167 0 0 144 Lane Group Flow (vph) 205 307 372 524 225 155 577 1371 772 202 968 54 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 32.3 32.3 15.0 39.3 39.3 20.0 43.7 58.7 9.0 32.7 32.7 Effective Green, g (s) 8.0 32.3 32.3 15.0 39.3 39.3 20.0 43.7 58.7 9.0 32.7 32.7 Actuated g/C Ratio 0.07 0.27 0.27 0.12 0.33 0.33 0.17 0.36 0.49 0.08 0.27 0.27 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 953 750 624 610 518 572 1852 1479 257 1386 431 v/s Ratio Prot 0.06 0.09 c0.11 0.12 c0.17 c0.27 0.07 0.06 0.19 v/s Ratio Perm c0.13 0.10 0.21 0.03 v/c Ratio 0.90 0.32 0.50 0.84 0.37 0.30 1.01 0.74 0.52 0.79 0.70 0.13 Uniform Delay, d1 55.6 35.1 37.0 51.3 30.9 30.1 50.0 33.2 21.0 54.6 39.2 32.9 Progression Factor 1.00 1.00 1.00 0.83 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 32.7 0.9 2.3 8.8 1.5 1.3 39.8 1.7 0.3 14.6 1.7 0.2 Delay (s) 88.3 36.0 39.3 51.3 29.3 31.3 89.8 34.9 21.4 69.1 40.9 33.1 Level of Service F D D D C C F C C E D C Approach Delay (s) 46.5 41.1 41.5 43.9 Approach LOS D D D D HCM Average Control Delay 42.9 HCM Level of Service D HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 92 1063 166 60 479 46 246 31 39 87 25 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4982 ~ 1770 6323 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4982 1770 6323 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 96 1107 173 62 499 48 256 32 41 91 26 97 RTOR Reduction (vph) 0 11 0 0 9 0 0 0 38 0 0 90 Lane Group Flow (vph) 96 1269 0 62 538 0 256 32 3 91 26 7 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 10.2 74.2 I 6.9 70.9 11.5 8.5 8.5 11.9 8.9 8.9 Effective Green, g (s) 10.2 74.2 6.9 70.9 11.5 8.5 8.5 11.9 8.9 8.9 Actuated g/C Ratio 0.08 0.62 j 0.06 0.59 0.10 0.07 0.07 0.10 0.07 0.07 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 150 3081 102 3736 170 132 112 176 138 117 v/s Ratio Prot c0.05 c0.25 0.04 0.09 c0.14 c0.02 0.05 0.01 v/s Ratio Perm 0.00 0.00 v/c Ratio 0.64 0.41 0.61 0.14 1.51 0.24 0.03 0.52 0.19 0.06 Uniform Delay, d1 53.1 11.7 55.2 11.0 54.2 52.7 51.9 51.3 52.2 51.7 Progression Factor 1.08 0.71 0.94 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.8 0.3 6.8 0.1 255.7 1.1 0.1 1.1 0.8 0.3 Delay (s) 63.2 8.7 ~ 58.6 6.8 310.0 53.8 52.0 52.4 52.9 51.9 Level of Service E A E A F D D D D D Approach Delay (s) 12.5 12.0 252.9 52.2 Approach LOS B B F D HCM Average Control Delay 47.0 HCM Level of Service D HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.5 59 5% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 46 735 370 157 504 15 77 2 102 2 7 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.95 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.89 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4830 ~ 1770 5063 1770 1863 1583 1770 1662 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4830 1770 5063 1380 1863 1583 1409 1662 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 46 742 374 159 509 15 78 2 103 2 7 18 RTOR Reduction (vph) 0 51 0 0 2 0 0 0 93 0 16 0 Lane Group Flow (vph) 46 1065 0 159 522 0 78 2 10 2 9 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 6.4 85.3 I 9.5 88.4 11.2 11.2 11.2 11.2 11.2 ] Effective Green, g (s) 6.4 85.3 9.5 88.4 11.2 11.2 11.2 11.2 11.2 Actuated g/C Ratio 0.05 0.71 j 0.08 0.74 0.09 0.09 0.09 0.09 0.09 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 94 3433 140 3730 129 174 148 132 155 v/s Ratio Prot 0.03 c0.22 c0.09 c0.10 0.00 0.01 v/s Ratio Perm c0.06 0.01 0.00 v/c Ratio 0.49 0.31 1.14 0.14 0.60 0.01 0.06 0.02 0.06 Uniform Delay, d1 55.2 6.4 55.2 4.6 52.3 49.4 49.6 49.4 49.6 Progression Factor 1.25 0.21 1.07 0.71 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.2 115.4 0.1 5.4 0.0 0.1 0.0 0.1 Delay (s) 70.6 1.6 ~ 174.6 3.4 57.7 49.4 49.7 49.4 49.6 ~ Level of Service E A F A E D D D D Approach Delay (s) 4.3 43.2 53.1 49.6 Approach LOS A D D D HCM Average Control Delay 22.2 HCM Level of Service C HCM Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 123 577 174 282 557 70 104 108 282 67 223 58 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 ~ Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4909 ~ 1770 5085 1583 1770 1863 1583 3433 1805 ~ Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4909 1770 5085 1583 1770 1863 1583 3433 1805 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 128 601 181 294 580 73 108 112 294 70 232 60 RTOR Reduction (vph) 0 41 0 0 0 39 0 0 226 0 8 0 Lane Group Flow (vph) 128 741 0 294 580 34 108 112 68 70 284 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 12.4 44.9 I 22.8 55.3 55.3 9.1 27.9 27.9 5.9 24.7 ] Effective Green, g (s) 12.4 44.9 22.8 55.3 55.3 9.1 27.9 27.9 5.9 24.7 Actuated g/C Ratio 0.10 0.37 j 0.19 0.46 0.46 0.08 0.23 0.23 0.05 0.21 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 183 1837 336 2343 729 134 433 368 169 372 v/s Ratio Prot 0.07 c0.15 c0.17 0.11 c0.06 c0.06 0.02 c0.16 v/s Ratio Perm 0.02 0.04 v/c Ratio 0.70 0.40 0.88 0.25 0.05 0.81 0.26 0.19 0.41 0.76 Uniform Delay, d1 52.0 27.7 47.2 19.7 17.8 54.6 37.6 36.9 55.4 44.9 Progression Factor 0.85 1.17 0.83 0.77 1.20 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 0.6 20.4 0.2 0.1 27.2 0.3 0.2 0.6 9.0 Delay (s) 53.1 32.9 ~ 59.5 15.4 21.6 81.8 37.9 37.2 56.0 53.9 ~ Level of Service D C E B C F D D E D Approach Delay (s) 35.8 29.6 46.7 54.3 Approach LOS D C D D HCM Average Control Delay 38.1 HCM Level of Service D HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 207 540 182 107 641 277 14 8 4 429 104 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3405 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3405 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 235 614 207 122 728 315 16 9 5 488 118 233 RTOR Reduction (vph) 0 16 0 0 0 130 0 0 5 0 0 197 Lane Group Flow (vph) 235 805 0 122 728 185 16 9 0 488 118 36 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.5 69.7 I 10.1 70.3 70.3 2.7 2.9 2.9 18.3 18.5 18.3 Effective Green, g (s) 9.5 69.7 10.1 70.3 70.3 2.7 2.9 2.9 18.3 18.5 18.3 Actuated g/C Ratio 0.08 0.58 j 0.08 0.59 0.59 0.02 0.02 0.02 0.15 0.15 0.15 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 272 1978 149 2979 927 40 86 38 524 287 241 v/s Ratio Prot 0.07 c0.24 c0.07 0.14 0.01 0.00 c0.14 c0.06 v/s Ratio Perm 0.12 0.00 0.02 v/c Ratio 0.86 0.41 0.82 0.24 0.20 0.40 0.10 0.00 0.93 0.41 0.15 Uniform Delay, d1 54.6 13.8 54.0 12.0 11.7 57.9 57.3 57.1 50.2 45.8 44.1 Progression Factor 0.86 1.58 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.8 0.6 27.0 0.2 0.5 2.4 0.7 0.0 23.2 0.3 0.1 Delay (s) 69.0 22.4 ~ 81.0 12.2 12.1 60.2 58.0 57.2 73.5 46.2 44.2 Level of Service E C F B B E E E E D D Approach Delay (s) 32.8 19.4 59.1 61.5 Approach LOS C B E E HCM Average Control Delay 35.8 HCM Level of Service D HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Existing Plus Approved Projects 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ } I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 42 60 1 66 23 29 0 106 20 43 365 12 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 55 78 1 86 30 38 0 138 26 56 474 16 Volume Total (vph) 134 Volume Left (vph) 55 Volume Right (vph) 1 Hadj (s) 0.11 Departure Headway (s) 6.4 Degree Utilization, x 0.24 Capacity (veh/h) 512 Control Delay (s) 11.4 Approach Delay (s) 11.4 Approach LOS B HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 86 68 164 545 86 0 0 56 0 38 26 16 0.53 -0.36 -0.06 0.04 7.2 6.3 5.6 5.1 0.17 0.12 0.26 0.78 456 516 580 687 10.5 9.0 10.5 23.6 9.8 10.5 23.6 A B C 17.7 C 51.3% ICU Level of Service A 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 36 101 28 53 138 425 15 74 8 475 175 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.99 1.00 0.98 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1802 ~ 1837 1583 1770 1836 1770 1827 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1802 1837 1583 1770 1836 1770 1827 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 38 105 29 55 144 443 16 77 8 495 182 27 RTOR Reduction (vph) 0 10 0 0 0 354 0 4 0 0 4 0 Lane Group Flow (vph) 38 124 0 0 199 89 16 81 0 495 205 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 8.6 8.6 ~ 15.0 15.0 7.1 7.1 26.0 26.0 ] Effective Green, g (s) 8.6 8.6 15.0 15.0 7.1 7.1 26.0 26.0 Actuated g/C Ratio 0.12 0.12 = 0.20 0.20 0.10 0.10 0.35 0.35 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 207 369 318 168 175 616 636 v/s Ratio Prot 0.02 c0.07 c0.11 0.01 c0.04 c0.28 0.11 v/s Ratio Perm 0.06 v/c Ratio 0.19 0.60 0.54 0.28 0.10 0.47 0.80 0.32 Uniform Delay, d1 29.9 31.4 26.8 25.3 30.9 32.0 22.0 17.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 4.8 1.5 0.5 0.2 2.0 7.5 0.3 Delay (s) 30.3 36.2 ~ 28.3 25.8 31.1 34.0 29.5 18.2 ~ Level of Service C D C C C C C B Approach Delay (s) 34.9 26.5 33.5 26.2 Approach LOS C C C C HCM Average Control Delay 27.7 HCM Level of Service C HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 74.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Existing Plus Approved Projects 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 324 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 345 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.96 0.96 0.96 vC, conflicting volume 287 233 405 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 236 179 359 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 709 828 1151 Volume Total 34 405 Volume Left 20 0 Volume Right 0 345 cSH 1151 1700 Volume to Capacity 0.02 0.24 Queue Length 95th (ft) 1 0 Control Delay (s) 4.9 0.0 Lane LOS A Approach Delay (s) 4.9 0.0 Approach LOS Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 26.3% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 50 33 308 48 400 148 742 595 322 582 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1707 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.63 1.00 1.00 0.95 0.47 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1166 1863 1583 1681 835 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 56 37 342 53 444 164 824 661 358 647 49 RTOR Reduction (vph) 0 0 34 0 0 291 0 0 405 0 0 30 Lane Group Flow (vph) 49 56 3 195 200 153 164 824 256 358 647 19 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.7 7.7 7.7 20.0 32.2 32.2 13.8 35.6 35.6 14.9 36.7 36.7 Effective Green, g (s) 7.7 7.7 7.7 20.0 32.2 32.2 13.8 35.6 35.6 14.9 36.7 36.7 Actuated g/C Ratio 0.08 0.08 0.08 0.21 0.33 0.33 0.14 0.37 0.37 0.15 0.38 0.38 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 93 148 126 348 458 527 253 1303 583 529 1930 601 v/s Ratio Prot 0.03 c0.12 0.09 0.09 c0.23 c0.10 0.13 v/s Ratio Perm 0.04 0.00 c0.06 0.10 0.16 0.01 v/c Ratio 0.53 0.38 0.02 0.56 0.44 0.29 0.65 0.63 0.44 0.68 0.34 0.03 Uniform Delay, d1 42.8 42.2 41.0 34.4 25.2 23.8 39.2 25.2 23.0 38.6 21.3 18.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.6 0.0 1.2 0.2 0.1 4.2 1.1 0.7 2.7 0.1 0.0 Delay (s) 45.2 42.8 41.1 35.6 25.4 23.9 43.4 26.3 23.7 41.3 21.5 18.9 Level of Service D D D D C C D C C D C B Approach Delay (s) 43.2 27.0 27.0 28.1 Approach LOS D C C C HCM Average Control Delay 27.9 HCM Level of Service C HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 96.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 113 730 113 121 518 26 204 35 86 40 26 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3468 ~ 1770 3514 1770 1863 1583 1770 1718 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3468 1770 3514 1345 1863 1583 1368 1718 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 737 114 122 523 26 206 35 87 40 26 28 RTOR Reduction (vph) 0 11 0 0 4 0 0 0 66 0 21 0 Lane Group Flow (vph) 114 840 0 122 545 0 206 35 21 40 33 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 7.3 25.3 I 7.6 25.6 15.3 15.3 15.3 15.3 15.3 ] Effective Green, g (s) 7.3 25.3 7.6 25.6 15.3 15.3 15.3 15.3 15.3 Actuated g/C Ratio 0.12 0.41 j 0.12 0.41 0.25 0.25 0.25 0.25 0.25 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 208 1411 216 1446 331 458 389 337 423 v/s Ratio Prot 0.06 c0.24 c0.07 0.16 0.02 0.02 v/s Ratio Perm c0.15 0.01 0.03 v/c Ratio 0.55 0.60 0.56 0.38 0.62 0.08 0.06 0.12 0.08 Uniform Delay, d1 25.9 14.4 25.7 12.7 20.9 18.0 17.9 18.2 18.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.8 2.0 0.2 2.6 0.0 0.0 0.1 0.0 Delay (s) 27.5 15.2 ~ 27.8 13.0 23.5 18.0 17.9 18.3 18.1 ~ Level of Service C B C B C B B B B Approach Delay (s) 16.7 15.7 21.4 18.1 Approach LOS B B C B HCM Average Control Delay 17.2 HCM Level of Service B HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 62.2 Sum of lost time (s) 14.0 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 74 828 18 0 648 49 4 0 2 45 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3528 ~ 3502 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.87 0.75 1.00 Satd. Flow (perm) 1770 3528 3502 1546 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 77 862 19 0 675 51 4 0 2 47 0 47 RTOR Reduction (vph) 0 1 0 0 4 0 0 2 0 0 0 40 Lane Group Flow (vph) 77 880 0 0 722 0 0 4 0 0 47 7 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 6.4 48.8 = 37.9 ] 10.9 ] 10.9 10.9 Effective Green, g (s) 6.4 48.8 37.9 10.9 10.9 10.9 Actuated g/C Ratio 0.09 0.71 = 0.55 ~ 0.16 ~ 0.16 0.16 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 164 2488 1918 244 221 249 v/s Ratio Prot c0.04 c0.25 c0.21 v/s Ratio Perm 0.00 c0.03 0.00 v/c Ratio 0.47 0.35 0.38 0.02 0.21 0.03 Uniform Delay, d1 29.8 4.0 8.9 24.6 25.4 24.7 Progression Factor 1.00 1.00 0.50 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.2 0.0 0.2 0.0 Delay (s) 30.6 4.0 ~ 4.6 ~ 24.6 ~ 25.6 24.7 Level of Service C A A C C C Approach Delay (s) 6.2 4.6 24.6 25.1 Approach LOS A A C C HCM Average Control Delay 6.6 HCM Level of Service A HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 69.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 49 761 46 17 598 83 60 17 25 92 8 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3509 ~ 1770 3475 1770 1698 ~ 1736 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.77 Satd. Flow (perm) 1770 3509 1770 3475 1292 1698 1383 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 52 801 48 18 629 87 63 18 26 97 8 39 RTOR Reduction (vph) 0 4 0 0 8 0 0 22 0 0 17 0 Lane Group Flow (vph) 52 845 0 18 708 0 63 22 0 0 127 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 6.4 30.7 I 13.6 37.9 10.9 10.9 ] 10.9 Effective Green, g (s) 6.4 30.7 13.6 37.9 10.9 10.9 10.9 Actuated g/C Ratio 0.09 0.44 j 0.20 0.55 0.16 0.16 ~ 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 164 1557 348 1903 204 267 218 v/s Ratio Prot c0.03 c0.24 0.01 c0.20 0.01 v/s Ratio Perm 0.05 c0.09 v/c Ratio 0.32 0.54 0.05 0.37 0.31 0.08 0.58 Uniform Delay, d1 29.4 14.1 22.6 8.9 25.8 24.9 27.0 Progression Factor 1.31 0.80 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.5 0.0 0.2 0.3 0.0 2.6 Delay (s) 38.9 11.8 ~ 22.6 9.1 26.1 24.9 ~ 29.6 ~ Level of Service D B C A C C C Approach Delay (s) 13.4 9.4 25.6 29.6 Approach LOS B A C C HCM Average Control Delay 13.8 HCM Level of Service B HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 69.2 Sum of lost time (s) 19.0 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 716 127 230 504 2 150 5 365 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3459 ~ 1770 3537 ~ 1777 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3459 1770 3537 1343 1583 1631 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 762 135 245 536 2 160 5 388 4 5 7 RTOR Reduction (vph) 0 15 0 0 0 0 0 0 317 0 6 0 Lane Group Flow (vph) 9 882 0 245 538 0 0 165 71 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.9 30.5 i 13.9 43.5 ~ 13.1 13.1 13.1 ] Effective Green, g (s) 0.9 30.5 13.9 43.5 13.1 13.1 13.1 Actuated g/C Ratio 0.01 0.43 j 0.19 0.61 ~ 0.18 0.18 0.18 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 22 1476 344 2152 246 290 299 v/s Ratio Prot 0.01 c0.25 c0.14 0.15 v/s Ratio Perm c0.12 0.04 0.01 v/c Ratio 0.41 0.60 0.71 0.25 0.67 0.25 0.03 Uniform Delay, d1 35.0 15.8 26.9 6.5 27.2 25.0 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 0.8 5.7 0.1 5.5 0.2 0.0 Delay (s) 39.5 16.5 ~ 32.6 6.5 ~ 32.7 25.1 24.0 ~ Level of Service D B C A C C C Approach Delay (s) 16.8 14.7 27.4 24.0 Approach LOS B B C C HCM Average Control Delay 18.7 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) I t ti C it Utili ti 71.5 Sum of lost time (s) 14.0 63 5% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 430 608 79 150 330 27 150 384 123 77 296 268 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3368 1583 1770 3539 1583 1610 3266 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3368 1583 1770 3539 1583 1610 3266 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 443 627 81 155 340 28 155 396 127 79 305 276 RTOR Reduction (vph) 0 0 18 0 0 20 0 15 0 0 0 147 Lane Group Flow (vph) 346 724 63 155 340 8 139 524 0 79 305 129 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 38.8 38.8 38.8 20.3 20.3 20.3 28.9 28.9 20.9 20.9 20.9 Effective Green, g (s) 38.8 38.8 38.8 20.3 20.3 20.3 28.9 28.9 20.9 20.9 20.9 Actuated g/C Ratio 0.30 0.30 0.30 0.16 0.16 0.16 0.22 0.22 0.16 0.16 0.16 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 485 1014 476 279 557 249 361 732 287 574 257 v/s Ratio Prot 0.21 c0.21 0.09 c0.10 0.09 c0.16 0.04 c0.09 v/s Ratio Perm 0.04 0.00 0.08 v/c Ratio 0.71 0.71 0.13 0.56 0.61 0.03 0.39 0.72 0.28 0.53 0.50 Uniform Delay, d1 40.1 40.1 32.8 50.1 50.6 46.0 42.5 46.2 47.4 49.5 49.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.3 2.6 0.2 2.9 2.3 0.1 0.9 3.6 0.7 1.2 2.1 Delay (s) 45.4 42.7 33.0 53.1 52.9 46.0 43.4 49.8 48.1 50.7 51.3 Level of Service D D C D D D D D D D D Approach Delay (s) 42.8 52.6 48.5 50.7 Approach LOS D D D D HCM Average Control Delay 47.5 HCM Level of Service D HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 128.9 Sum of lost time (s) 20.0 Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 156 306 458 1064 345 250 753 1070 1106 271 548 155 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 173 340 509 1182 383 278 837 1189 1229 301 609 172 RTOR Reduction (vph) 0 0 298 0 0 128 0 0 167 0 0 137 Lane Group Flow (vph) 173 340 211 1182 383 150 837 1189 1062 301 609 35 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 22.8 22.8 28.7 42.6 42.6 24.2 39.5 68.2 9.0 24.3 24.3 Effective Green, g (s) 8.9 22.8 22.8 28.7 42.6 42.6 24.2 39.5 68.2 9.0 24.3 24.3 Actuated g/C Ratio 0.07 0.19 0.19 0.24 0.36 0.36 0.20 0.33 0.57 0.08 0.20 0.20 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 672 530 1193 661 562 692 1674 1700 257 1030 321 v/s Ratio Prot 0.05 0.10 c0.24 c0.21 c0.24 c0.23 0.15 0.09 0.12 v/s Ratio Perm 0.08 0.09 0.23 0.02 v/c Ratio 0.68 0.51 0.40 0.99 0.58 0.27 1.21 0.71 0.62 1.17 0.59 0.11 Uniform Delay, d1 54.2 43.6 42.6 45.5 31.4 27.6 47.9 35.2 17.3 55.5 43.4 39.0 Progression Factor 1.00 1.00 1.00 0.79 0.80 0.55 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 2.7 2.2 20.1 2.7 0.9 107.5 1.5 0.7 110.5 1.1 0.2 Delay (s) 61.1 46.3 44.8 55.9 27.9 16.1 155.4 36.8 18.1 166.0 44.4 39.2 Level of Service E D D E C B F D B F D D Approach Delay (s) 48.1 44.0 60.2 77.4 Approach LOS D D E E HCM Average Control Delay 56.9 HCM Level of Service E HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 239 1071 306 115 1141 140 352 65 86 154 71 198 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4916 ~ 1770 6303 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4916 1770 6303 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 257 1152 329 124 1227 151 378 70 92 166 76 213 RTOR Reduction (vph) 0 30 0 0 13 0 0 0 81 0 0 193 Lane Group Flow (vph) 257 1451 0 124 1365 0 378 70 11 166 76 20 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 62.8 i 11.2 56.5 16.5 14.5 14.5 13.0 11.0 11.0 Effective Green, g (s) 17.5 62.8 11.2 56.5 16.5 14.5 14.5 13.0 11.0 11.0 Actuated g/C Ratio 0.15 0.52 j 0.09 0.47 0.14 0.12 0.12 0.11 0.09 0.09 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2573 165 2968 243 225 191 192 171 145 v/s Ratio Prot c0.15 c0.30 0.07 0.22 c0.21 c0.04 0.09 c0.04 v/s Ratio Perm 0.01 0.01 v/c Ratio 1.00 0.56 0.75 0.46 1.56 0.31 0.06 0.86 0.44 0.13 Uniform Delay, d1 51.2 19.3 53.0 21.4 51.8 48.2 46.7 52.6 51.6 50.1 Progression Factor 0.89 1.30 1.39 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.7 13.5 0.4 269.3 0.9 0.2 30.0 2.2 0.5 Delay (s) 91.8 25.8 ~ 87.2 20.2 321.0 49.1 46.9 82.6 53.8 50.6 Level of Service F C F C F D D F D D Approach Delay (s) 35.6 25.8 239.1 62.8 Approach LOS D C F E HCM Average Control Delay 61.0 HCM Level of Service E HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 120 1106 150 96 1029 40 310 16 285 62 5 61 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.86 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4994 ~ 1770 5057 1770 1863 1583 1770 1603 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.71 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4994 1770 5057 1324 1863 1583 1390 1603 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 129 1189 161 103 1106 43 333 17 306 67 5 66 RTOR Reduction (vph) 0 14 0 0 3 0 0 0 151 0 51 0 Lane Group Flow (vph) 129 1336 0 103 1146 0 333 17 155 67 20 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 10.9 69.5 i 9.0 67.6 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 10.9 69.5 9.0 67.6 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.09 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 161 2892 133 2849 303 427 363 319 367 v/s Ratio Prot c0.07 c0.27 0.06 0.23 0.01 0.01 v/s Ratio Perm c0.25 0.10 0.05 v/c Ratio 0.80 0.46 0.77 0.40 1.10 0.04 0.43 0.21 0.05 Uniform Delay, d1 53.5 14.5 54.5 14.8 46.2 36.0 39.5 37.5 36.1 Progression Factor 0.79 2.07 0.88 2.01 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.9 0.5 18.4 0.3 80.9 0.0 0.3 0.1 0.0 Delay (s) 62.3 30.4 ~ 66.3 30.1 127.1 36.0 39.8 37.6 36.1 ~ Level of Service E C E C F D D D D Approach Delay (s) 33.2 33.0 84.0 36.8 Approach LOS C C F D HCM Average Control Delay 42.8 HCM Level of Service D HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 210 1094 172 341 859 177 248 206 353 190 130 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4981 ~ 1770 5085 1583 1770 1863 1583 3433 1736 ~ Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4981 1770 5085 1583 1770 1863 1583 3433 1736 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 214 1116 176 348 877 181 253 210 360 194 133 111 RTOR Reduction (vph) 0 16 0 0 0 105 0 0 292 0 27 0 Lane Group Flow (vph) 214 1276 0 348 877 76 253 210 68 194 217 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 17.7 41.4 I 26.5 50.2 50.2 13.5 22.7 22.7 10.9 20.1 Effective Green, g (s) 17.7 41.4 26.5 50.2 50.2 13.5 22.7 22.7 10.9 20.1 Actuated g/C Ratio 0.15 0.34 j 0.22 0.42 0.42 0.11 0.19 0.19 0.09 0.17 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 261 1718 391 2127 662 199 352 299 312 291 v/s Ratio Prot 0.12 c0.26 c0.20 0.17 c0.14 c0.11 0.06 c0.13 v/s Ratio Perm 0.05 0.04 v/c Ratio 0.82 0.74 0.89 0.41 0.11 1.27 0.60 0.23 0.62 0.75 Uniform Delay, d1 49.6 34.6 45.3 24.5 21.3 53.2 44.5 41.2 52.6 47.5 Progression Factor 0.58 1.02 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.5 2.6 21.0 0.6 0.4 155.4 2.7 0.4 2.8 10.0 Delay (s) 44.4 38.0 ~ 66.3 25.1 21.7 208.7 47.2 41.6 55.3 57.5 ~ Level of Service D D E C C F D D E E Approach Delay (s) 38.9 34.9 94.4 56.6 Approach LOS D C F E HCM Average Control Delay 50.3 HCM Level of Service D HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 23.0 86 5% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 377 979 280 201 1051 335 66 28 8 307 78 242 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3421 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3421 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 397 1031 295 212 1106 353 69 29 8 323 82 255 RTOR Reduction (vph) 0 14 0 0 0 157 0 0 8 0 0 220 Lane Group Flow (vph) 397 1312 0 212 1106 196 69 29 0 323 82 35 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 16.3 69.4 i 18.9 72.0 72.0 7.6 4.9 4.9 17.8 15.1 17.8 Effective Green, g (s) 16.3 69.4 18.9 72.0 72.0 7.6 4.9 4.9 17.8 15.1 17.8 Actuated g/C Ratio 0.13 0.53 j 0.15 0.55 0.55 0.06 0.04 0.04 0.14 0.12 0.14 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 430 1826 257 2816 877 103 133 60 470 216 217 v/s Ratio Prot 0.12 c0.38 c0.12 c0.22 0.04 0.01 c0.09 c0.04 v/s Ratio Perm 0.12 0.00 0.02 v/c Ratio 0.92 0.72 0.82 0.39 0.22 0.67 0.22 0.01 0.69 0.38 0.16 Uniform Delay, d1 56.2 22.9 53.9 16.5 14.8 60.0 60.7 60.2 53.4 53.1 49.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 25.0 2.5 18.1 0.4 0.6 12.1 1.1 0.0 3.3 0.4 0.1 Delay (s) 81.2 25.4 ~ 72.1 16.9 15.3 72.0 61.8 60.2 56.8 53.5 49.6 Level of Service F C E B B E E E E D D Approach Delay (s) 38.2 23.6 68.4 53.6 Approach LOS D C E D HCM Average Control Delay 35.6 HCM Level of Service D HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) I t ti C it Utili ti 130.0 Sum of lost time (s) 19.0 74 6% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Existing Plus Approved Projects 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 37 43 1 20 67 45 1 380 83 48 121 44 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 44 51 1 24 80 54 1 452 99 57 144 52 Volume Total (vph) 96 24 133 552 254 Volume Left (vph) 44 24 0 1 57 Volume Right (vph) 1 0 54 99 52 Hadj (s) 0.12 0.53 -0.25 -0.07 -0.04 Departure Headway (s) 6.6 7.4 6.6 5.1 5.5 Degree Utilization, x 0.18 0.05 0.24 0.78 0.39 Capacity (veh/h) 485 446 498 694 611 Control Delay (s) 11.1 9.5 10.4 23.4 12.0 Approach Delay (s) 11.1 10.3 23.4 12.0 Approach LOS B B C B Delay ~ 17.6 HCM Level of Service _ C Intersection Capacity Utilization 57.8% ICU Level of Service Analysis Period (min) 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 58 136 24 53 138 425 22 246 43 425 142 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.85 1.00 0.98 1.00 0.96 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1821 ~ 1837 1583 1770 1821 1770 1786 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1821 1837 1583 1770 1821 1770 1786 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 64 149 26 58 152 467 24 270 47 467 156 59 RTOR Reduction (vph) 0 6 0 0 0 380 0 5 0 0 11 0 Lane Group Flow (vph) 64 169 0 0 210 87 24 312 0 467 204 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 13.9 13.9 ~ 17.0 17.0 19.7 19.7 22.4 22.4 Effective Green, g (s) 13.9 13.9 17.0 17.0 19.7 19.7 22.4 22.4 Actuated g/C Ratio 0.15 0.15 = 0.19 0.19 0.22 0.22 0.25 0.25 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 270 278 343 296 383 394 436 440 v/s Ratio Prot 0.04 c0.09 c0.11 0.01 c0.17 c0.26 0.11 v/s Ratio Perm 0.06 v/c Ratio 0.24 0.61 0.61 0.29 0.06 0.79 1.07 0.46 Uniform Delay, d1 33.9 36.0 34.0 31.8 28.3 33.7 34.3 29.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.7 3.2 0.6 0.1 10.4 63.4 0.8 Delay (s) 34.3 39.7 ~ 37.2 32.4 28.4 44.1 97.7 30.0 ~ Level of Service C D D C C D F C Approach Delay (s) 38.3 33.9 43.0 76.3 Approach LOS D C D E HCM Average Control Delay 51.0 HCM Level of Service D HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 91.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Existing Plus Approved Projects 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 519 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 552 Pedestrians L Width ft ane ( ) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 425 303 579 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 395 269 553 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) ' 3.5 3.3 2.2 p0 queue free % 100 100 97 cM capacity (veh/h) Direction, Lane # 573 NB 1 749 SB 1 989 Volume Total 88 579 Volume Left 34 0 Volume Right 0 552 cSH 989 1700 Volume to Capacity 0.03 0.34 Queue Length 95th (ft) 3 0 Control Delay (s) 3.6 0.0 Lane LOS A Approach Dela Approach LOS Average Delay 0.5 Intersection Capacity Utilization 36.7% ICU Level of Service Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 Near-Term Mitigated AM and PM Peak Hour Synchro Worksheets Fri-~r~ ~ T'~ci~~ TRANSRO RTAT I(1N C.O PJ SIILTANYS HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects (Mitigated) 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 156 306 458 1064 345 250 753 1070 1106 271 548 155 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 173 340 509 1182 383 278 837 1189 1229 301 609 172 RTOR Reduction (vph) 0 0 381 0 0 170 0 0 140 0 0 137 Lane Group Flow (vph) 173 340 128 1182 383 108 837 1189 1089 301 609 35 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 22.8 22.8 28.4 42.3 42.3 24.2 36.0 64.4 12.8 24.6 24.6 Effective Green, g (s) 8.9 22.8 22.8 28.4 42.3 42.3 24.2 36.0 64.4 12.8 24.6 24.6 Actuated g/C Ratio 0.07 0.19 0.19 0.24 0.35 0.35 0.20 0.30 0.54 0.11 0.21 0.21 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 672 530 1181 657 558 692 1526 1612 366 1042 325 v/s Ratio Prot 0.05 0.10 c0.24 c0.21 c0.24 c0.23 0.16 0.09 0.12 v/s Ratio Perm 0.05 0.07 0.23 0.02 v/c Ratio 0.68 0.51 0.24 1.00 0.58 0.19 1.21 0.78 0.68 0.82 0.58 0.11 Uniform Delay, d1 54.2 43.6 41.3 45.8 31.7 27.0 47.9 38.4 20.2 52.5 43.1 38.8 Progression Factor 1.00 1.00 1.00 0.91 0.70 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 2.7 1.1 23.5 3.0 0.6 107.5 2.7 1.1 13.8 1.0 0.2 Delay (s) 61.1 46.3 42.3 65.0 25.2 9.2 155.4 41.1 21.3 66.3 44.1 39.0 Level of Service E D D E C A F D C E D D Approach Delay (s) 46.8 48.3 63.0 49.5 Approach LOS D D E D HCM Average Control Delay 54.9 HCM Level of Service D HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Existing Plus Approved Projects (Mitigated) 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 239 1071 306 115 1141 140 352 65 86 154 71 198 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4916 ~ 1770 6303 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4916 1770 6303 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 257 1152 329 124 1227 151 378 70 92 166 76 213 RTOR Reduction (vph) 0 33 0 0 14 0 0 0 76 0 0 193 Lane Group Flow (vph) 257 1448 0 124 1364 0 378 70 16 166 76 20 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.7 55.9 i 9.1 47.3 25.5 21.2 21.2 15.3 11.0 11.0 Effective Green, g (s) 17.7 55.9 9.1 47.3 25.5 21.2 21.2 15.3 11.0 11.0 Actuated g/C Ratio 0.15 0.47 j 0.08 0.39 0.21 0.18 0.18 0.13 0.09 0.09 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 261 2290 134 2484 376 329 280 226 171 145 v/s Ratio Prot c0.15 c0.29 0.07 0.22 c0.21 0.04 0.09 c0.04 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.98 0.63 0.93 0.55 1.01 0.21 0.06 0.73 0.44 0.13 Uniform Delay, d1 51.0 24.3 55.1 28.1 47.2 42.3 41.1 50.4 51.6 50.1 Progression Factor 0.95 1.06 1.35 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 43.7 1.0 49.0 0.7 47.7 0.4 0.1 10.2 2.2 0.5 Delay (s) 91.9 26.9 ~ 123.2 26.0 95.0 42.6 41.2 60.5 53.8 50.6 Level of Service F C F C F D D E D D Approach Delay (s) 36.5 34.0 79.0 54.8 Approach LOS D C E D HCM Average Control Delay 43.0 HCM Level of Service D HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 Near-Term Plus Project (Base FAR) AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 31 44 506 41 244 63 1115 283 373 689 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1697 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.58 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1080 1863 1583 1681 785 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 36 51 582 47 280 72 1282 325 429 792 33 RTOR Reduction (vph) 0 0 48 0 0 187 0 0 127 0 0 18 Lane Group Flow (vph) 32 36 3 314 315 93 72 1282 198 429 792 15 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 6.9 6.9 6.9 25.2 36.6 36.6 7.6 41.4 41.4 17.7 51.5 51.5 Effective Green, g (s) 6.9 6.9 6.9 25.2 36.6 36.6 7.6 41.4 41.4 17.7 51.5 51.5 Actuated g/C Ratio 0.06 0.06 0.06 0.23 0.33 0.33 0.07 0.38 0.38 0.16 0.47 0.47 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 68 117 100 386 471 528 123 1336 597 554 2387 743 v/s Ratio Prot 0.02 c0.19 0.15 0.04 c0.36 c0.12 0.16 v/s Ratio Perm 0.03 0.00 c0.07 0.06 0.13 0.01 v/c Ratio 0.47 0.31 0.03 0.81 0.67 0.18 0.59 0.96 0.33 0.77 0.33 0.02 Uniform Delay, d1 49.6 49.1 48.3 40.0 31.4 25.9 49.5 33.3 24.3 44.1 18.3 15.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.5 0.0 11.7 2.8 0.1 4.5 15.9 0.4 6.1 0.1 0.0 Delay (s) 51.5 49.7 48.3 51.8 34.1 25.9 54.0 49.2 24.8 50.2 18.4 15.6 Level of Service D D D D C C D D C D B B Approach Delay (s) 49.6 37.7 44.7 29.2 Approach LOS D D D C HCM Average Control Delay 38.3 HCM Level of Service D HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) I t ti C it Utili ti 109.7 Sum of lost time (s) 14.0 74 9% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 30 626 89 64 747 4 58 9 33 8 5 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3473 ~ 1770 3537 1770 1863 1583 1770 1642 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 3473 1770 3537 1381 1863 1583 1399 1642 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 32 673 96 69 803 4 62 10 35 9 5 19 RTOR Reduction (vph) 0 8 0 0 0 0 0 0 31 0 17 0 Lane Group Flow (vph) 32 761 0 69 807 0 62 10 4 9 7 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.2 25.7 I 4.1 27.6 ' 5.8 5.8 5.8 5.8 5.8 ] Effective Green, g (s) 2.2 25.7 4.1 27.6 5.8 5.8 5.8 5.8 5.8 Actuated g/C Ratio 0.04 0.52 j 0.08 0.56 0.12 0.12 0.12 0.12 0.12 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 79 1800 146 1968 161 218 185 164 192 v/s Ratio Prot 0.02 0.22 c0.04 c0.23 0.01 0.00 v/s Ratio Perm c0.04 0.00 0.01 v/c Ratio 0.41 0.42 0.47 0.41 0.39 0.05 0.02 0.05 0.04 Uniform Delay, d1 23.1 7.4 21.7 6.3 20.3 19.4 19.4 19.5 19.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.2 0.9 0.2 0.6 0.0 0.0 0.1 0.0 Delay (s) 24.3 7.6 ~ 22.6 6.5 20.8 19.5 19.4 19.5 19.5 ~ Level of Service C A C A C B B B B Approach Delay (s) 8.3 7.8 20.2 19.5 Approach LOS A A C B HCM Average Control Delay 8.9 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 49.6 Sum of lost time (s) 9.0 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 30 536 10 0 619 34 2 0 2 38 0 58 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3530 ~ 3511 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.92 0.76 1.00 Satd. Flow (perm) 1770 3530 3511 1599 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 34 609 11 0 703 39 2 0 2 43 0 66 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 53 Lane Group Flow (vph) 34 619 0 0 739 0 0 2 0 0 43 13 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 3.6 43.2 = 35.1 ~ 13.3 ~ 13.3 13.3 Effective Green, g (s) 3.6 43.2 35.1 13.3 13.3 13.3 Actuated g/C Ratio 0.05 0.65 = 0.53 ~ 0.20 ~ 0.20 0.20 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 97 2311 1867 322 284 319 v/s Ratio Prot 0.02 c0.18 c0.21 v/s Ratio Perm 0.00 c0.03 0.01 v/c Ratio 0.35 0.27 0.40 0.01 0.15 0.04 Uniform Delay, d1 30.1 4.8 9.2 21.1 21.7 21.2 Progression Factor 1.00 1.00 0.39 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.2 0.0 0.1 0.0 Delay (s) 30.9 4.8 ~ 3.7 ~ 21.1 ~ 21.8 21.2 Level of Service C A A C C C Approach Delay (s) 6.2 3.7 21.1 21.5 Approach LOS A A C C HCM Average Control Delay 6.1 HCM Level of Service A HCM Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 66.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 21 547 32 11 592 110 8 3 2 133 7 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.94 ~ 0.97 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot) ~ 1770 3510 ~ 1770 3456 1770 1751 ~ 1744 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.78 Satd. Flow (perm) 1770 3510 1770 3456 1283 1751 1408 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 24 615 36 12 665 124 9 3 2 149 8 43 RTOR Reduction (vph) 0 4 0 0 12 0 0 2 0 0 11 0 Lane Group Flow (vph) 24 647 0 12 777 0 9 3 0 0 189 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 3.6 28.1 I 10.6 35.1 13.3 13.3 ~ 13.3 ] Effective Green, g (s) 3.6 28.1 10.6 35.1 13.3 13.3 13.3 Actuated g/C Ratio 0.05 0.43 j 0.16 0.53 0.20 0.20 ~ 0.20 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 97 1494 284 1838 259 353 284 v/s Ratio Prot c0.01 0.18 0.01 c0.22 0.00 v/s Ratio Perm 0.01 c0.13 v/c Ratio 0.25 0.43 0.04 0.42 0.03 0.01 0.66 Uniform Delay, d1 29.9 13.3 23.4 9.3 21.2 21.1 24.3 Progression Factor 1.45 0.76 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 0.0 0.2 0.0 0.0 4.5 Delay (s) 43.9 10.4 ~ 23.4 9.5 21.2 21.1 ~ 28.8 ~ Level of Service D B C A C C C Approach Delay (s) 11.6 9.8 21.2 28.8 Approach LOS B A C C HCM Average Control Delay 12.8 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 66.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 2 612 74 266 778 0 76 0 134 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3482 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3482 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 712 86 309 905 0 88 0 156 0 5 6 RTOR Reduction (vph) 0 10 0 0 0 0 0 0 135 0 5 0 Lane Group Flow (vph) 2 788 0 309 905 0 0 88 21 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.8 27.0 I 15.5 41.7 ~ 8.7 8.7 8.7 ] Effective Green, g (s) 0.8 27.0 15.5 41.7 8.7 8.7 8.7 Actuated g/C Ratio 0.01 0.41 j 0.24 0.64 ~ 0.13 0.13 0.13 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 22 1442 421 2263 187 211 230 v/s Ratio Prot 0.00 c0.23 c0.17 0.26 0.00 v/s Ratio Perm c0.06 0.01 v/c Ratio 0.09 0.55 0.73 0.40 0.47 0.10 0.03 Uniform Delay, d1 31.8 14.5 22.9 5.7 26.1 24.8 24.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 5.6 0.2 0.7 0.1 0.0 Delay (s) 32.5 15.0 ~ 28.6 5.8 ~ 26.8 24.9 24.6 ~ Level of Service C B C A C C C Approach Delay (s) 15.0 11.6 25.6 24.6 Approach LOS B B C C HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) I t ti C it Utili ti 65.2 Sum of lost time (s) 14.0 56 6% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 282 335 32 277 541 25 136 256 47 144 430 354 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3357 1583 1770 3539 1583 1610 3307 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3357 1583 1770 3539 1583 1610 3307 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 328 390 37 322 629 29 158 298 55 167 500 412 RTOR Reduction (vph) 0 0 14 0 0 11 0 8 0 0 0 122 Lane Group Flow (vph) 233 485 23 322 629 18 142 361 0 167 500 290 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 29.8 29.8 29.8 34.3 34.3 34.3 23.5 23.5 34.3 34.3 34.3 Effective Green, g (s) 29.8 29.8 29.8 34.3 34.3 34.3 23.5 23.5 34.3 34.3 34.3 Actuated g/C Ratio 0.21 0.21 0.21 0.24 0.24 0.24 0.17 0.17 0.24 0.24 0.24 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 338 705 332 428 855 383 267 548 428 855 383 v/s Ratio Prot c0.14 0.14 c0.18 0.18 0.09 c0.11 0.09 0.14 v/s Ratio Perm 0.01 0.01 c0.18 v/c Ratio 0.69 0.69 0.07 0.75 0.74 0.05 0.53 0.66 0.39 0.58 0.76 Uniform Delay, d1 51.8 51.8 44.9 49.9 49.6 41.3 54.2 55.4 45.0 47.5 49.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.2 3.0 0.1 7.8 3.5 0.1 2.6 3.2 0.8 1.2 8.8 Delay (s) 58.0 54.8 45.0 57.6 53.2 41.3 56.8 58.6 45.8 48.7 58.7 Level of Service E D D E D D E E D D E Approach Delay (s) 55.3 54.3 58.1 52.1 Approach LOS E D E D HCM Average Control Delay 54.4 HCM Level of Service D HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) I t ti C it Utili ti 141.9 Sum of lost time (s) 20.0 63 9% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 190 290 678 567 214 274 531 1276 978 212 899 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 207 315 737 616 233 298 577 1387 1063 230 977 198 RTOR Reduction (vph) 0 0 365 0 0 121 0 0 157 0 0 144 Lane Group Flow (vph) 207 315 372 616 233 177 577 1387 906 230 977 54 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 32.1 32.1 15.0 39.1 39.1 20.0 43.9 58.9 9.0 32.9 32.9 Effective Green, g (s) 8.0 32.1 32.1 15.0 39.1 39.1 20.0 43.9 58.9 9.0 32.9 32.9 Actuated g/C Ratio 0.07 0.27 0.27 0.12 0.33 0.33 0.17 0.37 0.49 0.08 0.27 0.27 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 947 746 624 607 516 572 1860 1484 257 1394 434 v/s Ratio Prot 0.06 0.09 c0.12 0.13 c0.17 c0.27 0.08 0.07 0.19 v/s Ratio Perm c0.13 0.11 0.25 0.03 v/c Ratio 0.90 0.33 0.50 0.99 0.38 0.34 1.01 0.75 0.61 0.89 0.70 0.13 Uniform Delay, d1 55.6 35.3 37.2 52.4 31.2 30.7 50.0 33.2 22.2 55.0 39.1 32.7 Progression Factor 1.00 1.00 1.00 0.97 1.02 1.16 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.5 0.9 2.4 30.5 1.6 1.6 39.8 1.8 0.7 30.1 1.7 0.2 Delay (s) 90.2 36.3 39.5 81.3 33.3 37.4 89.8 35.0 23.0 85.1 40.9 32.9 Level of Service F D D F C D F C C F D C Approach Delay (s) 47.0 60.1 41.2 47.0 Approach LOS D E D D HCM Average Control Delay 46.6 HCM Level of Service D HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 104 1190 175 63 567 59 256 34 44 107 27 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4988 ~ 1770 6318 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4988 1770 6318 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 108 1240 182 66 591 61 267 35 46 111 28 110 RTOR Reduction (vph) 0 10 0 0 10 0 0 0 43 0 0 102 Lane Group Flow (vph) 108 1412 0 66 642 0 267 35 3 111 28 8 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 10.6 73.9 i 7.0 70.3 11.5 8.6 8.6 12.0 9.1 9.1 Effective Green, g (s) 10.6 73.9 7.0 70.3 11.5 8.6 8.6 12.0 9.1 9.1 Actuated g/C Ratio 0.09 0.62 j 0.06 0.59 0.10 0.07 0.07 0.10 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 156 3072 103 3701 170 134 113 177 141 120 v/s Ratio Prot c0.06 c0.28 0.04 0.10 c0.15 c0.02 0.06 0.02 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.69 0.46 0.64 0.17 1.57 0.26 0.03 0.63 0.20 0.07 Uniform Delay, d1 53.1 12.3 55.3 11.5 54.2 52.7 51.8 51.9 52.0 51.5 Progression Factor 1.05 0.76 0.93 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 0.4 9.7 0.1 283.2 1.2 0.1 4.9 0.8 0.3 Delay (s) 63.9 9.8 ~ 61.3 7.0 337.4 53.9 51.9 56.8 52.8 51.8 Level of Service E A E A F D D E D D Approach Delay (s) 13.6 12.0 271.2 54.1 Approach LOS B B F D HCM Average Control Delay 48.2 HCM Level of Service D HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.5 62 9% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 77 817 397 164 578 37 94 2 109 19 7 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.95 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4836 ~ 1770 5040 1770 1863 1583 1770 1630 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.73 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4836 1770 5040 1359 1863 1583 1409 1630 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 78 825 401 166 584 37 95 2 110 19 7 35 RTOR Reduction (vph) 0 52 0 0 4 0 0 0 98 0 31 0 Lane Group Flow (vph) 78 1174 0 166 617 0 95 2 12 19 11 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 7.3 83.7 I 9.5 85.9 12.8 12.8 12.8 12.8 12.8 ] Effective Green, g (s) 7.3 83.7 9.5 85.9 12.8 12.8 12.8 12.8 12.8 Actuated g/C Ratio 0.06 0.70 j 0.08 0.72 0.11 0.11 0.11 0.11 0.11 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 108 3373 140 3608 145 199 169 150 174 v/s Ratio Prot 0.04 c0.24 c0.09 0.12 0.00 0.01 v/s Ratio Perm c0.07 0.01 0.01 v/c Ratio 0.72 0.35 1.19 0.17 0.66 0.01 0.07 0.13 0.06 Uniform Delay, d1 55.4 7.3 55.2 5.5 51.5 47.9 48.2 48.5 48.2 Progression Factor 1.25 0.28 1.13 0.64 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.6 0.3 131.0 0.1 7.9 0.0 0.1 0.1 0.1 Delay (s) 85.9 2.3 ~ 193.4 3.6 59.3 47.9 48.3 48.7 48.3 ~ Level of Service F A F A E D D D D Approach Delay (s) 7.3 43.6 53.4 48.4 Approach LOS A D D D HCM Average Control Delay 24.5 HCM Level of Service C HCM Volume to Capacity ratio 0.46 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 14.0 57 3% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 146 619 215 305 598 80 142 117 307 79 236 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4889 ~ 1770 5085 1583 1770 1863 1583 3433 1791 ~ Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4889 1770 5085 1583 1770 1863 1583 3433 1791 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 152 645 224 318 623 83 148 122 320 82 246 85 RTOR Reduction (vph) 0 48 0 0 0 47 0 0 241 0 11 0 Lane Group Flow (vph) 152 821 0 318 623 36 148 122 79 82 320 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 13.4 41.7 I 23.8 52.1 52.1 9.5 29.7 29.7 6.3 26.5 ] Effective Green, g (s) 13.4 41.7 23.8 52.1 52.1 9.5 29.7 29.7 6.3 26.5 Actuated g/C Ratio 0.11 0.35 j 0.20 0.43 0.43 0.08 0.25 0.25 0.05 0.22 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 198 1699 351 2208 687 140 461 392 180 396 v/s Ratio Prot 0.09 c0.17 c0.18 0.12 c0.08 c0.07 0.02 c0.18 v/s Ratio Perm 0.02 0.05 v/c Ratio 0.77 0.48 0.91 0.28 0.05 1.06 0.26 0.20 0.46 0.81 Uniform Delay, d1 51.8 30.7 47.0 21.9 19.7 55.2 36.4 35.8 55.2 44.3 Progression Factor 0.83 1.22 0.83 0.81 1.43 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.3 1.0 24.6 0.3 0.1 92.1 0.3 0.3 0.7 11.5 Delay (s) 57.3 38.5 ~ 63.5 18.1 28.3 147.4 36.7 36.0 55.9 55.8 ~ Level of Service E D E B C F D D E E Approach Delay (s) 41.3 33.0 64.1 55.8 Approach LOS D C E E HCM Average Control Delay 44.9 HCM Level of Service D HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 222 578 207 107 696 281 14 8 4 432 108 224 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3399 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3399 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 252 657 235 122 791 319 16 9 5 491 123 255 RTOR Reduction (vph) 0 18 0 0 0 132 0 0 5 0 0 216 Lane Group Flow (vph) 252 874 0 122 791 187 16 9 0 491 123 39 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.5 69.6 i 10.1 70.2 70.2 2.7 2.9 2.9 18.4 18.6 18.4 Effective Green, g (s) 9.5 69.6 10.1 70.2 70.2 2.7 2.9 2.9 18.4 18.6 18.4 Actuated g/C Ratio 0.08 0.58 j 0.08 0.59 0.59 0.02 0.02 0.02 0.15 0.16 0.15 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 272 1971 149 2975 926 40 86 38 526 289 243 v/s Ratio Prot c0.07 c0.26 0.07 0.16 0.01 0.00 c0.14 c0.07 v/s Ratio Perm 0.12 0.00 0.02 v/c Ratio 0.93 0.44 0.82 0.27 0.20 0.40 0.10 0.00 0.93 0.43 0.16 Uniform Delay, d1 54.9 14.2 54.0 12.2 11.7 57.9 57.3 57.1 50.2 45.9 44.1 Progression Factor 0.81 1.45 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 32.8 0.7 27.0 0.2 0.5 2.4 0.7 0.0 23.5 0.4 0.1 Delay (s) 77.3 21.3 ~ 81.0 12.5 12.2 60.2 58.0 57.2 73.7 46.2 44.2 Level of Service E C F B B E E E E D D Approach Delay (s) 33.7 19.2 59.1 61.2 Approach LOS C B E E HCM Average Control Delay 35.7 HCM Level of Service D HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 14.0 59 6% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ } I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 46 63 1 66 26 30 0 113 21 46 374 16 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 60 82 1 86 34 39 0 147 27 60 486 21 Volume Total (vph) 143 Volume Left (vph) 60 Volume Right (vph) 1 Hadj (s) 0.11 Departure Headway (s) 6.5 Degree Utilization, x 0.26 Capacity (veh/h) 506 Control Delay (s) 11.8 Approach Delay (s) 11.8 Approach LOS B HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 86 73 174 566 86 0 0 60 0 39 27 21 0.53 -0.34 -0.06 0.03 7.4 6.5 5.7 5.2 0.18 0.13 0.28 0.82 450 510 567 566 10.7 9.2 10.9 27.4 10.1 10.9 27.4 B B D 19.9 C 53.0% ICU Level of Service A 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 40 106 28 57 146 449 15 102 12 491 205 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1804 ~ 1837 1583 1770 1834 1770 1827 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1804 1837 1583 1770 1834 1770 1827 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 42 110 29 59 152 468 16 106 12 511 214 31 RTOR Reduction (vph) 0 9 0 0 0 374 0 4 0 0 4 0 Lane Group Flow (vph) 42 130 0 0 211 94 16 114 0 511 241 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 11.2 11.2 ~ 15.7 15.7 8.6 8.6 25.0 25.0 ] Effective Green, g (s) 11.2 11.2 15.7 15.7 8.6 8.6 25.0 25.0 Actuated g/C Ratio 0.14 0.14 = 0.20 0.20 0.11 0.11 0.32 0.32 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 253 257 367 317 194 201 564 582 v/s Ratio Prot 0.02 c0.07 c0.11 0.01 c0.06 c0.29 0.13 v/s Ratio Perm 0.06 v/c Ratio 0.17 0.50 0.57 0.30 0.08 0.56 0.91 0.41 Uniform Delay, d1 29.5 31.1 28.4 26.7 31.4 33.2 25.6 21.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.6 2.2 0.5 0.2 3.6 18.1 0.5 Delay (s) 29.9 32.6 ~ 30.6 27.2 31.6 36.8 43.7 21.5 ~ Level of Service C C C C C D D C Approach Delay (s) 32.0 28.3 36.2 36.5 Approach LOS C C D D HCM Average Control Delay 32.8 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 78.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 354 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 377 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.96 0.96 0.96 vC, conflicting volume 303 249 437 vC1, stage 1 conf vol vC2, stage 2 conf vol _ vCu, unblocked vol 248 191 388 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 695 813 1119 Direction, Lane # NB 1 SB 1 Volume Total 34 437 Volume Left 20 0 Volume Right 0 377 cSH 1119 1700 Volume to Capacity 0.02 0.26 Queue Length 95th (ft) 1 0 Control Delay (s) 5.0 0.0 Lane LOS A Approach Delay (s) 5.0 0.0 Approach LOS Average Delay 0.4 Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 54 36 315 52 457 152 824 618 387 651 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.97 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1708 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.62 1.00 1.00 0.95 0.47 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1161 1863 1583 1681 837 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 60 40 350 58 508 169 916 687 430 723 49 RTOR Reduction (vph) 0 0 37 0 0 291 0 0 382 0 0 30 Lane Group Flow (vph) 49 60 3 203 205 217 169 916 305 430 723 19 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.7 7.7 7.7 20.7 32.9 32.9 14.4 37.4 37.4 17.5 40.5 40.5 Effective Green, g (s) 7.7 7.7 7.7 20.7 32.9 32.9 14.4 37.4 37.4 17.5 40.5 40.5 Actuated g/C Ratio 0.08 0.08 0.08 0.20 0.32 0.32 0.14 0.37 0.37 0.17 0.40 0.40 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 88 141 120 342 448 512 250 1300 582 590 2023 630 v/s Ratio Prot 0.03 c0.12 0.09 0.10 c0.26 c0.13 c0.14 v/s Ratio Perm 0.04 0.00 c0.05 0.14 0.19 0.01 v/c Ratio 0.56 0.43 0.03 0.59 0.46 0.42 0.68 0.70 0.52 0.73 0.36 0.03 Uniform Delay, d1 45.4 44.9 43.6 36.7 27.4 27.0 41.5 27.5 25.2 39.9 21.5 18.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 0.8 0.0 1.8 0.3 0.2 5.6 1.9 1.1 3.8 0.1 0.0 Delay (s) 49.7 45.7 43.6 38.6 27.6 27.2 47.1 29.4 26.3 43.7 21.7 18.7 Level of Service D D D D C C D C C D C B Approach Delay (s) 46.4 29.8 29.9 29.4 Approach LOS D C C C HCM Average Control Delay 30.3 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 101.8 Sum of lost time (s) 19.0 Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 1 785 146 149 558 26 232 35 114 40 26 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3456 ~ 1770 3516 1770 1863 1583 1770 1718 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3456 1770 3516 1345 1863 1583 1368 1718 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 1 793 147 151 564 26 234 35 115 40 26 28 RTOR Reduction (vph) 0 14 0 0 2 0 0 0 88 0 22 0 Lane Group Flow (vph) 1 926 0 151 588 0 234 35 27 40 32 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.8 32.0 I 11.0 42.2 17.1 17.1 17.1 17.1 17.1 Effective Green, g (s) 0.8 32.0 11.0 42.2 17.1 17.1 17.1 17.1 17.1 Actuated g/C Ratio 0.01 0.43 j 0.15 0.57 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 19 1492 263 2002 310 430 365 316 396 v/s Ratio Prot 0.00 c0.27 c0.09 0.17 0.02 0.02 v/s Ratio Perm c0.17 0.02 0.03 v/c Ratio 0.05 0.62 0.57 0.29 0.75 0.08 0.07 0.13 0.08 Uniform Delay, d1 36.3 16.3 29.4 8.2 26.5 22.3 22.3 22.6 22.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.9 1.9 0.1 8.9 0.0 0.0 0.1 0.0 Delay (s) 36.7 17.3 ~ 31.3 8.4 35.5 22.4 22.3 22.6 22.4 ~ Level of Service D B C A D C C C C Approach Delay (s) 17.3 13.0 30.3 22.5 Approach LOS B B C C HCM Average Control Delay 18.4 HCM Level of Service B HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 74.1 Sum of lost time (s) 14.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 74 911 18 0 916 49 4 0 2 45 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3529 ~ 3512 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.87 0.75 1.00 Satd. Flow (perm) 1770 3529 3512 1547 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 77 949 19 0 954 51 4 0 2 47 0 47 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 40 Lane Group Flow (vph) 77 967 0 0 1002 0 0 4 0 0 47 7 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 6.5 51.2 = 40.2 ~ 11.0 ~ 11.0 11.0 Effective Green, g (s) 6.5 51.2 40.2 11.0 11.0 11.0 Actuated g/C Ratio 0.09 0.71 = 0.56 ~ 0.15 ~ 0.15 0.15 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 160 2520 1969 237 215 243 v/s Ratio Prot 0.04 c0.27 c0.29 v/s Ratio Perm 0.00 c0.03 0.00 v/c Ratio 0.48 0.38 0.51 0.02 0.22 0.03 Uniform Delay, d1 31.0 4.0 9.7 25.8 26.6 25.8 Progression Factor 1.00 1.00 0.54 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.3 0.0 0.2 0.0 Delay (s) 31.8 4.1 ~ 5.5 ~ 25.8 ~ 26.8 25.8 Level of Service C A A C C C Approach Delay (s) 6.1 5.5 25.8 26.3 Approach LOS A A C C HCM Average Control Delay 6.8 HCM Level of Service A HCM Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 71.7 Sum of lost time (s) 9.0 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 49 844 46 17 666 83 60 17 25 92 8 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3512 ~ 1770 3481 1770 1698 ~ 1736 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.77 Satd. Flow (perm) 1770 3512 1770 3481 1287 1698 1383 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 52 888 48 18 701 87 63 18 26 97 8 39 RTOR Reduction (vph) 0 3 0 0 7 0 0 22 0 0 17 0 Lane Group Flow (vph) 52 933 0 18 781 0 63 22 0 0 127 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 6.5 31.5 I 15.2 40.2 11.0 11.0 ~ 11.0 ] Effective Green, g (s) 6.5 31.5 15.2 40.2 11.0 11.0 11.0 Actuated g/C Ratio 0.09 0.44 j 0.21 0.56 0.15 0.15 ~ 0.15 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 160 1543 375 1952 197 261 212 v/s Ratio Prot c0.03 c0.27 0.01 c0.22 0.01 v/s Ratio Perm 0.05 c0.09 v/c Ratio 0.33 0.60 0.05 0.40 0.32 0.08 0.60 Uniform Delay, d1 30.5 15.3 22.5 8.9 27.0 26.0 28.3 Progression Factor 1.33 0.81 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.7 0.0 0.2 0.3 0.1 3.0 Delay (s) 40.9 13.2 ~ 22.5 9.1 27.4 26.1 ~ 31.3 ~ Level of Service D B C A C C C Approach Delay (s) 14.7 9.4 26.8 31.3 Approach LOS B A C C HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 71.7 Sum of lost time (s) 19.0 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4