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Home My WebLink AboutHEARTHFIRE PUD, 1ST FILING - FINAL - 31-95D - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (3)Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 i ZXiiiZXXiiiZYXiZiZXiiXXYZXiXiXiZiYXXiiiXXXZiiZXYiZiXXiiiZXZZXXX File Name ................ Streets: (N-S) site road (E-W) douglas Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... njd Date of Analysis.......... 7/14/96 Other Information......... 1996 2000 2015 am pm Two-way Stop -controlled Intersection Eastbound ; Westbound ; Northbound ; Southbound L T R; L T R; L T R; L T R �---- ---- ----;---- ---- ---- ---- ---- No. Lanes 1 0 1 1; 0> 1 0; 1 0 1; 0. 0 0 Stop/Yield ; N; N; i Volumes ; 71 88: 30 74 ; 43 16: PHF .95 .95; .95 .95 .95 .95: Grade 0 0 0 0 MC's (%) 0 0; 0 0 0 0; SU/RV's (%)1 0 0; 0 0 1 0 0; CV's (%) 0 0; 0 0 0 0; PCE's1.1 1.1: 1.1 1.1 i 1.1 1.1; Adjustment Factors Vehicle Critical Maneuver Gap (tg) ---------------------------------------------- Left Turn Major Road 5.00 Right Turn Minor Road 5.50 Through Traffic Minor Road 6.00 Left Turn Minor Road 6.50 Follow-up Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------- Step 1: RT from Minor Street NB --------------------------------------------- Conflicting Flows: (vph) 71 Potential Capacity: (pcph) 1275 Movement Capacity: (pcph) 1275 Prob. of Queue -free State: 0.99 --------------------------------------------- Step 2: LT from Major Street WB --------------------------------------------- Conflicting Flows: (vph) 159 Potential Capacity: (pcph) 1440 Movement Capacity: (pcph) 1440 Prob. of Queue -free State: 0.98 TH Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue -free : State----------------- 0_97- -------------- --tate .� Step 4: LT from Minor Street •,, NB ------------ ________________________________ Conflicting Flows: (vph) 175 Potential Capacity: (pcph) 838 Major LT. Minor TH Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: (pcph) 817 SB EB SB Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 YYYYYYYXX#YYYYYY Y XXXYYYX####Y#YYYYXXYY#YY#YYX#YYYYYY#YYYY Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ ------- NB L 50 817 4.7 A 4.5 NB R - 19 1275 2.9 A WB L 35 1440 2.6 A 0.7 Intersection Delay = 1.1 • Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ZZZZZZZZZZZZYZZZYZZYZZZZZZZZZZZZZZZXXZZZZZYXZZZ ZZZZZ ZZZZZZ File Name -- Streets: (N-S) site road (E-W) douglas Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... njd Date of Analysis.......... 7/14/96 Other Information......... 1996 2000 2015 am pm Two-way Stop -controlled Intersection Eastbound ; Westbound ; Northbound ; Southbound L T R; L T R; L T R; L T R ---- ---- I ---- --------'---- ---- --- ---- ---- ---- No. Lanes 1 0 1 1; 0> 1 0; 1 0 1; 0 0 0 Stop/Yield N; N; 1 Volumes 1' 61 25: 9 44 66 26: PHF .95 .95: .95 .95 .95 .951 Grade 0 0 0 0 MC's (%) 0 0: 0 0 i 0 0: SU/RV's (%)1 0 0; 0 0 0 0; PCE's 1.1 1.1; 1.1 1.1 ; 1.1 1.1; -------------- ---------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 YYZZYYYXXYXZZZZXYXZZZXYXYXYYYXYXI XZXXX ZXYZXX XZYYXYYZZ YXYXXYZXYXX WorkSheet for TWSC Intersection ------------------------------------------- Step 1: RT from Minor Street NB Conflicting Flows: (vph) 61 Potential Capacity: (pcph) 1290 Movement Capacity: (pcph) 1290 Prob. of Queue -free State: 0.96 ------------------------------------------------- Step 2: LT from Major Street WB ------------------------------------------------- Conflicting Flows: (vph) 86 Potential Capacity: (pcph) 1560 Movement Capacity: (pcph) 1560 Prob. of Queue -free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue -free State: 0.99 ------------------------------------------------- Step 4: LT from Minor Street - NS ------------------------------------------------- Conflicting Flows: (vph) 114 Potential Capacity: (pcph) 910 Major LT. Minor TH Impedance Factor: 0,99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) 904 SB EB S8 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 xxxxXxxxx:xxxx:xxxX:x:x:xXXX::xxxxXXxX:XXx:X:::X:xxx:X:xxxxxxxxx Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement -------- v(pcph) Cm(pcph) Csh(pcph) ------ ------ ------ Delay ------------ LOS By App NB L 76 904 _ 4.3 ------ --------- A 4.5 NB R 30 1290 2.9 A WB L 10 1560 2.3 A 0.3 Intersection Delay = 1.8 a HCS: Unsignalized Intersections Release 2.1c Page 1 HCS: Unsignalized Intersections Release 2.1c Page vasvvaaaaanavvvvvaevna.vay..........a.vay.anavaysvaa.................v .vvas.asavasysvvvss uvv.vsvvvsasysa as saasv vsvvevevaanavvavassvaasaavv Center For Microcomputers In Transportation Ceatar Por Microcomputers Ia Transportation University of Florida University of Florida 512 Weil Hall 512 Weil Hall Gainesville, FL 32611-2083 Gainesville, FL 32611-2093 Ph: (904) 392-0378 Ph: (904) 392-0378 vsassaavvvvve,isa.a.vv............... 0............ aa..........avvvvsvva ...........................=.................a......... n............ Streets: (N-S) LEMAY (E-W) COUNTRY CLUB Streets: (N-S) LHMAY (E-W) COUNTRY CLUB Analyst ................... DID Analyst................... MD Date of Analysis.......... 7/4/96 Other Information......... 1996 2000 20 PM Date of Analysis.......... 7/4/96 Other Information......... 1996 2000 2015 AM PM All -way Stop -controlled Intersection All -way Stop -controlled Intersection aanasaysavvanansansvavvaaaaaana.............................. s......... ...nanasa.a..avvv.ava..ay.avvaavaas..saa.............naysvaaavaay.aaaw Eastbound Westbound Northbound Southbound gastbound Westbound Northbound Southbound L T R L T R L T R ---- L T '___ R ____ L T R L T R L T R L T- R No. Lanes '--- --__ "'_ 0 > 1 < 0 -'-- ---- --'- 0 > 1 < 0 -'-- 0 > ---- 1 c 0 ---- 0 > 1 c 0 No. Lanes "-- 0 > 1 < 0 --- ---- 0 > 1 < 0 --- ---- 0 > 1 "' < 0 ---- ---- 0 > 1 ---- < 0 Volumes 6 52 96 138. 56 4 44 73, 46 17 153 5 Volumes 6 87 55 86 73 25 82 166 160 9 - 88 2 PEP .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 PEP .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 -----------__---------_'__" ____---------"'--------------------------- Volume Summary and Capacity Analysis WorkSheet Volume S,--ry and Capacity Analysis WorkSheet _'_--------------------------------------------_'___-'------------___'_ EB WB NB SB ------------------------------------------------------------------_---- RH WB NB SB ----------------------------------------------------------------------- LT Plow Rate 6 145 46 18 ---------------------------------------------------------'_'__'_--'____ LT Flow Rate 6 91 86 9 RT Flow Rate 101 4 48 5 RT'Flow Rate 58 26 168 2 Approach Plow Rate 162 208 171 184 Approach Flow Rate 156 194 429 104 Proportion LT 0.04 0.70 0.27 0.10 Proportion LT 0.04 0.47 0.20 0.09 Proportion RT 0.62 0.02 0.28 0.03 Proportion RT 0.37 0.13 0.39 0.02 Opposing Approach Flow Rate 208 162 184 171 Opposing Approach Flow Rate 194 156 104 429 Conflicting Approaches Flow Rate 355 355 370 370 Conflicting Approaches Plow Rate 533 533 350 350 Proportion, Subject Approach Flow Rate 0.22 0.29 0.24 0.25 Proportion, Subject Approach Flow Rate 0.18 0.22 0.49 0.12 Proportion, Opposing Approach Flow Rate 0.29 0.22 0.25 0.24 Proportion, Opposing Approach Flow Rate 0.22 0.18 0.12 0.49 Lanes on Subject Approach 1 1 1 1 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 IT, Opposing Approach 145 6 18 46 IT, Opposing Approach 91 6 9 86 RT, Opposing Approach 4 101 5 48 RT, Opposing Approach 26 58 2 168 IT, Conflicting Approaches 64 64 151 151 IT, Conflicting Approaches 95 95 97 97 RT, Conflicting Approaches 53 53 105 105 RT, Conflicting Approaches 170 170 84 84 Proportion LT, Opposing Approach 0.70 0.04 0.10 0.27 Proportion IT, Opposing Approach 0.47 0.04 0.09 0.20 Proportion RT, Opposing Approach 0.02 0.62 0.03 0.28 Proportion RT, Opposing Approach 0.13 0.37 0.02 0.39 Proportion LT, Conflicting Approaches 0.18 0.18 0.41 0.41 Proportion IT, Conflicting Approaches 0.18 0.18 0.28 0.28 Proportion RT, Conflicting Approaches 0.15 0.15 0.28 0.28 Proportion RT, Conflicting Approaches 0.32 0.32 0.24 0.24 Approach Capacity ______-__---------------------------------- 310 "'_-----__"'-------------- 648 452 457 Approach Capacity 359 548 635 565 Intersection Performance Summary Intersection Performance Summary Approach Approach V/C Average Approach Approach V/C Average Movement Flow Rate Capacity __________ __________ _________ Ratio _______ Total Delay ___________ LOS ____ Movement Flow Rate Capacity Ratio Total Delay LOS EB 162 310 0.52 7.3 B EB 156 359 0.43 5.2 B WB 208 648 0.32 3.4 A WB -194 548 0.35 3.8 A NB 171 452 0.38 4.2 A NB 429 635 0.68 13.0 C SB 184 457 0.40 4.6 A SB 104 565 0.18 2.0 A Intersection Delay a 4.8 Intersection Delay . 8.3 Level of Service (Intersection) a A Level of Service (Intersection) . B HCS: Unsignalized Intersections Release 2.1c Page maaama...........=...................av a avaa... =...avv........ay.m.aa Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 mmmm.nmmmnn.III .o.......vu...vv .......... ...... as.......... a.......avv Streets: (N-S) ABBOTSFORD (E-W) GREGORY 4=03_ Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 7/4/96 Other Information......... 1996 2000 O15 PM Two-way Stop -controlled Intersection v.oua.aa.va.Z..".ay..v avaa.a.vavavavvnna.navvvs.vvvavvvvvaaaaavaa Eastbound Westbound Northbound Southbound L T R I L T R I L T R No. Lanes 1 0 > 1 0 1 0 1 < 0 1 0 0 0 1 0 > 1 < 0 Stop/Yield Volumes PEP Grade MCI (t) SU/RV'a M CV' e M PCE's ------------ N 0 84 .95 .95 0 1.10 ---------------- 42 .95 0 3 .95 13 0 0 95 .95 .95 0 1 11.10 1.10 1.10 - Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1c Worksheet for TWSC Intersection ---------------------------"'-------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 46 Potential Capacity: (pcph) 1312 Movement Capacity: (pcph) 1312 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 2: LT from Major Street WB RB ----------------------------' -_-----_--- Conflicting Flows: (vph) ----- "'----- 47 Potential Capacity: (pcph) 1628 - Movement Capacity: (pcph) 1628 Prob. of Queue -Free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 134 Potential Capacity: (pcph) 928 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) 928 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 134 Potential Capacity: (pcph) 886 Major IT, Minor TH Impedance Factor: 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 886 . Intersection Performance Summary ' Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) -------- ------ ------ ------ (veh) (sec/veh) ------- SB L 15 886 > ------- ----- --------- SB T 0 928 > 886 4.1 0.0 A 4.1 SB R 0 1312 > EB L 0 1628 2.2 0.0 A 0.0 Intersection Delay . 0.4 sec/veh Page 2 s I Center For Microcomputers In Transportation Center For Microcomputers In Transportation ' HCS: Unsignalized Intersection Release 2.1 Page 1 HCS: Unsignalized Intersection Release 2.1 Page 2 YYM#YYYYYYYYYYYYY#YYYYYY#YYYYYYYYYY###YYY#YiYYXYiY###YYSYYYY#YYY YYYYY#YXXX#YYYYY##YYYY#YX##YYYYY Y #.KXiY#YY#####YYY#YY#Y#XX XX# File Name ................ Streets: (N-S) cr13 (E-W) douglas Major Street Direction.... EW WorkSheet for TWSC Intersection Length of Time Analyzed... 60 (min) -------------------------------------------------------- Analyst................... njd Step 1: RT from Minor Street NB SB Date of Analysis.......... Other Information......... 7/14/96 1996 2000 2015 am pm -------------------------------------------------------- Conflicting Flows: (vph) 149 120 Potential Capacity: (pcph) 1164 1204 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 1164 1204 --------=----------------------- Prob. of Queue -free State: 0.99 0.99 ' Eastbound Westbound ; Northbound ; Southbound -------------------------------------------------------- L T R; L T R; L T R; L T R Step 2: LT from Major Street W8 EB �---- ---- ---- :---- ---- ---- I ---- ---- ----i---- ---- ---- ------------------------------------------------------- No. Lanes ; 0> l< 0; 0> l< 0' 0> l< 0' .0> l< 0 Conflicting Flows: (vph) 151 124 Stop/Yield ; N; N; Potential Capacity: (pcph) 1453 1496 Volumes ; 16 147 4; 7 117 7; 7 7 8; 4 4 9 Movement Capacity: (pcph) 1453 1496 PHF .95 .95 .95: .95 .95 .95; .95 .95 .95: .95 .95 .95 Prob. of Queue -free State: 0.99 0.99 Grade ; 0 0 0 0 TH Saturation Flow Rate: (pcphpl) 1700 1700 MC's (X) 1 0 0 01 0 0 0; 0 0 0; 0 0 0 RT Saturation Flow Rate: (pcphpl) 1700 1700 SU/RV's (%); 0 0 0; 0 0 0; 0 0 0; 0 0 0 Major LT Shared Lane Prob. CV's (:) 0 0 0; 0 0 0; 0 0 0; 0 0 0 of Queue -free State: 0.99 0.99 PCE's 11.1 1.1 1.11 1.1 1.1 1.1; 1.1 1.1 1.1; 1.1 1.1 1.1 -------------------------------------------------------- ------------- Step 3: TH from Minor Street NB SB ----=--------------------------------------------------- Conflicting Flows: (vph) 296 294 Potential Capacity: (pcph) 763 765 Adjustment Factors Capacity Adjustment Factor due to Impeding Movements 0.98 0.98 Vehicle Critical Follow-up Movement Capacity: (pcph) 748 750 Maneuver Gap (tg) Time (tf) Prob. of Queue -free State: -------------------------------------------------------- 0.99 0.99 ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Step 4: LT from Minor Street NB SB Right Turn Minor Road 5.50 2.60 -------------------------------------------------------- Through Traffic Minor Road 6.00 3.30 Conflicting Flows: (vph) 299 300 Left Turn Minor Road 6.50 3.40 Potential Capacity: (pcph) 711 710 Major LT, Minor TH Impedance Factor: 0.97 0.97 Adjusted Impedance Factor: 0.98 0.98 Capacity Adjustment Factor ' due to Impeding Movements 0.97 0.97 Movement Capacity: (pcph) 691 688 -------------------------------------------------------- Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) -------- ------ ------ ------ Delay LOS By App NB L 8 691 > ------------ > ------ > --------- NB T 8 748 > 833 > 4.5 > A 4.5 NB R 9 1164 > > > S8 L 4 688 > > - > SB T 4 750 > 925 > 4.0 > A 4.0 SB R 10 1204 > > > EB L 19 1496 2.4 A 0.2 WB L 8 1453 2.5 A 0.1 Intersection Delav = 0.7 I Center For Microcomputers In Transportation Center For Microcomputers Release In Transportation 2.1 Page 2 HCS- Unsignalized Intersection Release 2.1 Page 1 HCS: Unsionalized Intersection File Name ................ (E-W) douglas ! WorkSheet for TWSC Intersection MaStreets: StreetSDirection.... EW Length of Time Analyzed... 60 (min) ---------- --------------------------------------------- Step 1: RT from Minor Street NB SB Analyst ................... njd Date of Analysis.......... 7/14/96 -------------------------------------------------------- Conflicting Flows: (vph) 82 110 Other Information......... 1996 2000 2075 am pm Potential Capacity: (pcph) 1256 1218 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 1258 1218 Prob. of Queue -free State: 1.00 0.99 ' Eastbound Westbound Northbound ; Southbound -------------------------------------------------------- WB-----------EB L T R; L T R; L T - R; L T R Step 2: LT from Major Street------------ ----------------- ---- ---- ----1---- No. Lanes i 0> 7< --------: ---- ---- ----: ---- 0; 0> l< 0; 0> 1< 0; ---- ---- 0> l< 0 ----------- Conflicting Flows: (vph) 82 111 Stop/Yield ; N; N; ; Potential Capacity: (pcph) 1567 1518 Volumes 5 81 1; 8 110 1; 4 3 1; 4 3 12 Movement Capacity: (pcph) 1567 1518 PHF .95 .95 .95: .95 .95 .95: .95 .95 .95: .95 .95 .95 Prob. of Queue -free State: 0.99 1.00 Grade ; 0 0 ; 0 1 0 TH Saturation Flow Rate: (pcphpl) 1700 1700 MC's (%) ; 0 0 0; 0 0 0; 0 0 0; 0 0 0 i RT Saturation Flow Rate: (pcphpl) 1700 1700 SU/RV's (%); 0 0 0; 0 0 0; 0 0 0; 0 0 0 Major LT Shared Lane Prob. CV's (%) 0 0 0; 0 0 0; 0 0 0; 0 0 0 of Queue -free State: 0.99 1.00 PCE's ; 1.1 ------------------------------------------------------------------------ Step 3: TH from Minor Street NS SB -----`-------------------------------------------------- Conflicting Flows: (vph) 206 206 Potential Capacity: (pcph) 851 851 Adjustment Factors - Capacity Adjustment Factor due to Impeding Movements 0.99 0.99 Vehicle Critical Follow-up Movement Capacity: (pcph) 842 842 Maneuver Gap (tg) Time (tf) Prob. of Queue -free State: -------------------------------------------------------- 1.00 1.00 ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Step 4: LT from Minor Street NB SB Right Turn Minor Road 5.50 2.60 -------------------------------------------------------- Through Traffic Minor Road 6.00 3.30 Conflicting Flows: (vph) 212 207 Left Turn Minor Road 6.50 3.40 Potential Capacity: (pcph) 796 803 Major LT, Minor TH Impedance Factor: 0.99 0.99 Adjusted Impedance Factor: 0.99 0.99 Capacity Adjustment Factor due to Impeding Movements 0.98 0.99 Movement Capacity: (pcph) 780 794 -------------------------------------------------------- Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(peph) Cm(pcph) Csh(pcph) •------ Delay ------------ LOS ------ By App --------- -------- ------ ------ NB L 4 780 > > > NB T 3 - 842 > 843 > 4.3 > A 4.3 NB. R 1 1258 > > > SB L 4 794 > > > SB T 3 842 > 1045 > 3.5 > A 3.5 SB R 14 1218 > > > EB L 6 1518 2.4 A 0.1 WB L 9 1567 2.3 A 0.2 Intersection Delay = 0.6 1 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 Yi3X333ii3i333Y3i3333333i333333331i33333333ii33iY33333333333i3i3 File Name ................ Streets: (N-S) shl (E-W) douglas Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... njd Date of Analysis.......... 7/14/96 Other Information......... 1996 2000 2015 am m Two-way Stop -controlled Intersection Northbound , Southbound ; Eastbound Westbound , L T R; L T R; L T R; L T R No. Lanes 1 1 l< 0; 1 1 i; 0> 1 1; 0> l< 0 Stop/Yield ; N; N; ; Volumes 116 356 114: 19 183 60: 73 39 581 57 70 15 PHF .95 .95 .95; .95 .95 .95: .95 _95 .95: .95 .95 .95 Grade 0 0 0 0 MC's (%) ; 0 0 0; 0 0 0; 0 0 0; 0 0 0 SU/RV's (x); 0 0 0; 0 0 0; 0 0 0; 0 0 0 CV's (%) 0 0 0; 0 0 0; 0 0 0; 0 0 0 PCE's 1.1 1.1 1.1; 1.1 1.1 1.1; 1.1 1.1 1.1; 1.1 1.1 1.1 ---------------------------------------- Adjustment Factors Vehicle _ Critical Maneuver Gap (tg) ---------------------------------------------- Left Turn Major Road 5.00 Right Turn Minor Road 5.50 Through Traffic Minor Road 6.00 Left Turn Minor Road 6.50 Follow-up Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 i XZYYYiZYYYZZZXXXXZYYXZZXZXY2 Z'fiYiYZZZXYXXXYXiYYYZ2Z2ZZYZZYXiXZY WorkSheet for TWSC Intersection Step 1: RT from Minor Street WB Conflicting Flows: (vph) 413 Potential Capacity: (pcph) 855 Movement Capacity: (pcph) 855 Prob. of Queue -free State: 0.98 ------------------------------------------- Step 2: LT from Major Street SB --------------------------------------- Conflicting Flows: (vph) 470 Potential Capacity: (pcph) 1024 Movement Capacity: (pcph) 1024 Prob_ of Queue -free State: 0.98 ------------------------------------------- Step 3: TH from Minor Street WB ---------------------------- Conflicting Flows: ------------- (vph) 791 Potential Capacity: (pcph) 419 Capacity Adjustment Factor due to Impeding Movements 0.88 Movement Capacity: (pcph) 368 Prob. of Queue -free State: 0.78 ------------------------------------------- Step 4: LT from Minor Street WB ------------------------------------------- Conflicting Flows: (vph) 780 Potential Capacity: (pcph) 374 Major LT, Minor TH Impedance Factor: 0.77 Adjusted Impedance Factor: 0.82 Capacity Adjustment Factor due to Impeding Movements 0.77 Movement Capacity: ------------------------------------------- (pcph) 290 Intersection Performance Summary EB 183 1118 1118 0.94 N8 243 1313 1313 0.90 EB 788 421 0.88 370 0.88 EB 804 362 0.69 0.76 0.74 268 F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------------------ ------------- EB L 85 268 > 296 > 21.6 > 0 EB T 45 370 > > > 16.0 EB R 67 1118 3.4 A WB L 66 290 > > > WB T 81 368 > 352 > 19.2 > C 19.2 WS R 18 855 > > > NB L 134 1313 3.1 A 0.6 SB L 22 1024 3.6 A 0.3 Intersection Delay = 5.1 Center For Microcomputers In Transportation Center For Microcomputers In Transportation 2.1 Page 2 HCS: Unsignalized Intersection Release 2.1 Page 1 HCS: Unsignalized Intersection Release ZXiXZYXiZY#XZYiXiZXZXiiiiiXXZXXXXXiXXYXXZ X.�.X XXiXXZXXZXiXXYii#YX# Yi#ZiiiXXZZXYX i #iiXXYXX XYYX#ZZXYiXZZiXXXXXiZ#iXXZZZY File Name ................ Streets: (N-S) shi (E-W) douglas WorkSheet for TWSC Intersection Major Street Direction.... NS Length of Time Analyzed... 60 (min) - ---'--'----------------------------------------------- Step 1: RT from Minor Street WB ES Analyst ................... njd Date of Analysis.......... Other Information......... 7/14/96 1996 2000 2015 am pal -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) 120 1204 325 948 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 1204 0.99 948 Prob. of Queue -free State: ' Northbound ; Southbound Eastbound ; Westbound ----- ----------'----------------"'---------- Step 2: LT from Major Street ---'---0_89 SB N8 L T R; L T R; L T R; L T R ---_---- -- ---- -------- i ---- -------N;---- 1 1 --------i---- 1; 0> 1 1; ---- ---- 0> l< 0 --------------------------'------------- Conflicting Flows: (vph) 138 381 No. Lanes ; 1 14 0; N; Potential Capacity: (pcph) 1473 1129 Stop/Yield ; Volumes 30 101 37: 18 325 , 56; 36 60 941 101 30 7 Movement Capacity: (pcph) 1473 1129 0.97 PHF .95 .95 .95: .95 .95 .95: .95 .95 .95; .95 .95 .95 ! Prob. of Queue -free State: 0.99 Grade0 0 0 0: 0 0 0 0; 0 0; 0 0 0 0 -------------------------------------------------------- Step 3: TH from Minor Street WB EB MC's (%) 0 SU/RV's C%)i 0 0 0� 0 0 0 0 .0 01 0 0 0� 0; 0 0 0; 0 0 0 0 0 0 ----------- _------ _----- _____________________________ Conflicting Flows: (vph) ___ 548 511 CV's (%) 0 0 PCE's 1.1 1.1 0; Potential Capacity: (pcph) 563 588 Capacity Adjustment Factor --------------------------'-------------------------------------------- due to Impeding Movements 0.96 0.96 Movement Capacity: (pcph) 538 562 _ Prob. of Queue -free State: 0.93 0.88 Adjustment Factors -------------------------------------------------------- Step 4: LT from Minor Street WS EB Vehicle Critical Gap (t9) Follow-up Time (tf) -------------------------------------------------------- Conflicting Flows: (vph) 570 539 Maneuver Potential Capacity: (pcph) 495 516 ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 2.60 Major LT. Minor TH Impedance Factor: 0.84 0.89 Right Turn Minor Road Road 5.50 6.00 3.30 Adjusted Impedance Factor: 0.88 0.92 Through Traffic Minor Left Turn Minor Road 6.50 3.40 Capacity Adjustment Factor due to Impeding Movements 0.77 0.91 Movement Capacity: (pcph) -------------------------------------------------------- 384 471 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay ' Movement v(pcph) Cm(pcph) Csh(pcph) -------- ------ ------ ------ Delay LOS By App EB L 42 471 > 524 ------------ > 8.7 ------ > ------- 8 EB T 69 562 > > > 6.7 EB R 109 948 4.3 A WB L 117 384 > > > WB T 35 538 > 425 > 13.6 > C 13.6 WB R 8 1204 > > > NB L 35 1129 3.3 A 0.6 SO L 21 1473 2.5 A 0.1 Intersection Delay = 3.7 APPENDIX D RCS: Unsignalized Intersections Release 2.1c Page aavaas..........a...vv....a....a.........=...........ov..ay.va.a...... Center For Microcamputera In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ...... ..v.va.a...............................v vvv a......v.v vv v........ Streets: (N-S) SITE ROAD (S-W) DOUGLAS Major Street Direction.... HW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 7 96 Other Information........ 000 2015 PM Two-way Stop -controlled Intersection ............ v...... aa..... v............................................ LEaetboundR I LWeathoundR I LNorthboundd I LSouthboundd No. Lanes 1 0 1 1 1 0 > 1 0 1 1 0 1 1 0 0 0 Stop/Yield Volumes PRF Grade MCI M SU/RV,D M CV'e M VICE Ia ------------ Y 46 21 .95 .95 0 ---------------- 6 36 .95 .95 0 1.10 N 61 18 .95 .95 0 11.10 1.101 ------------------------------- Adjustment Factors vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 RCS: Unsignalized Intersections Release 2.1c Page 2 ..vvvavaevevvavvvvvavvvvvvvva......ae...................vv............ Worksheet for TWSC Intersection -------------------------------------------------------- Stop 1: RT from Minor Street NB SB Conflicting Flows: (vph) 48 Potential Capacity: (pcph) 1309 Movement Capacity: (pcph) 1309 Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Step 2: LT from Major Street------------ 9------------HB Conflicting Flows: (vph) 48 Potential Capacity: (pcph) 1626 Movement Capacity: (pcph) 1626 Prob. of Queue -Free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue -Free State: 1.00 -------- ----------------------------------------------- Step 4: IT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 92 Potential Capacity: (pcph) 937 Major LT, Minor TH Impedance Factor: 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor ' due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 933 Intersection Performance Summary Flow Move Rate Cap Movement (pcph) (pcph) -------- ------ ------ NB L 70 933 NB R 21 1309 Avg. 95% Shared Total Queue Approach Cap Delay Length LOS Delay (pcph)(Dec/veh) (veh) (Dec/veh) ------ ------- ------- -------------- 4.2 0.2 A 3.9 2.8 WS L 7 1626 2.2 0.0 A 0.0 A 0.3 Intersection Delay v 1.7 sec/veh Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 iiYZYYiiiYZZYYYYYZiYYYYiYiYYZiZYiKiiiiiYiZiYYZYZZYZZYZiiiiYiYZZZ SC3: Uneignalizad Intersections Release 2.1c Page 1 File Name ................ v....v.s.....a..sv.a.s..v.ay.....vvv.vv.............. ................ Streets: (N-S) lemay (E-W) country club Center For Microcomputers In Transportation Analyst ................... mid University of Florida Date of Analysis.......... 7/14/96 Other Information......... 1996 2000 2015 am pm 512 Wail Hall I Gainesville, FL 32611-2083 Ph: (904) 392-0378 All -way Stop -controlled Intersection vav vvu.asannaay.aavvv.vvvavv uavv..v uanvavaas vavn..assnvv.vvvv.v. _ (R-W) COUNTRY CLUB Streets: (N S) Eastbound- ; Westbound ; Northbound ; Southbound ................... MD " '* * L T R; L T R; L �---- ---- ----i ---- ---- ----' ---- ---- T R; L T ---- :---- ---- R ---- Daalyet Date of Aaaly*is.......... 7/4/96 Other Information.........1996 000 2015 AM PM No. Lanes ; 0> l< 0; 0> l< 0; 0> l< 0; 0> l< 0 All -way Stop -controlled Intersect Volumes ; 77 42 5; 104 42 a; 33 64 35; 17 138 5 PHF ; .95 aa.avaa.va.va.aaaa.v.avaaavvavnnevs.sna................................ .95 .95 .95; .95 .95 .95; .95 0 .95 .95; 0 .95 .95 0 Eastbound Westbound Northbound Southbound Grade 0 ; L T R L T L T R L T R MC's (%) .; 0 0 0; 0 0 0; 0 0 0; 0 0 0 ---- --- ---- ---- ---- ---- - ---- --- ---- SU/RV's (%); 0 0 0; 0 0 0; 0 0 0; 0 0 0 aaee 0 T_'_; 170� 044 072� 155� 023 062� TV; ---- 0 180< 0 CV's (%) 0 . 0 0; 0 0 0; 0 0 0; 0 0 0 Volumes 8� 148� 129 9> 3 PCE's ; 1.1 1.1 1.1; 1.1 1.1 1.1; 1.1 ------------------------------------------------------------------------ 1.1 1.1; 1.1 1.1 1.1 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 --------------------------------------------------------- Volume Summary and Capacity Analysis WorkSheet ----------------------------------------------------------------------- Volume Summary and Capacity Analysis WorkSheet ----------------------------------------------------------------------- ----------------------------------------------------------------------- EB W8 NO SB RB ----------------------------------------------------------------------- WB NB SB - ---------------------------------------------------------------------- LT Flow Rate 81 109 35 18 LT Flow Rate 8 76 65 9 RT Flow Rate 5 4 37 .5 RT Flow Rate 46 24 136 3 Approach Flow Rate 130 157 139 168 Approach Flow Rate 128 158 357 96 Proportion LT 0.62 0.69 0.25 0.11 Proportion IT 0.06 0.48 0.18 0.09 Proportion RT 0.04 0.03 0.27 0.03 Proportion RT 0.36 0.15 0.38 0.03 Opposing Approach Flow Rate 157 130 168 139 Opposing Approach Flow Rate 158 128 96 357 Conflicting Approaches Flow Rate 307 307 287 287 Conflicting Approaches Flow Rate 453 453 286 286 Proportion, Subject Approach Flow Rate 0.22 0.26 0.23 0.28 Proportion, Subject Approach Flow Rate 0.17 0.21 0.48 0.13 Proportion, Opposing Approach Flow Rate 0.26 0.22 0.28 0.23 Proportion, Opposing Approach Flow Rate 0.21 0.17 0.13 0.48 Lanes on Subject Approach 1 1 1 1 Lanes on Subject Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 Lanes on Opposing Approach 1 1 1 1 LT, Opposing Approach 109 81 16 35 LT, Opposing Approach 76 8 9 65 RT, Opposing Approach 4 5 5 37 RT, Opposing Approach 24 46 3 136 LT, Conflicting Approaches 53 53 190 190 LT, Conflicting Approaches 74 74 84 84 RT, Conflicting Approaches 42 42 9 9 RT, Conflicting Approaches 139 139 70 70 Proportion LT, Opposing Approach 0.69 0.62 0.11 0.25 Proportion LT, Opposing Approach 0.48 0.06 0.09 0.18 Proportion RT, Opposing Approach 0.03 0.04 0.03 0.27 Proportion RT, Opposing Approach 0.15 0.36 0.03 0.38 Proportion LT, Conflicting Approaches 0.17 0.17 0.66 0.66 ! Proportion IT, Conflicting Approaches 0.16 0.16 0.29 0.29 Proportion RT, Conflicting Approaches 0.14 0.14 0.03 0.03 Proportion RT, Conflicting Approaches 0.31 0.31 0.24 0.24 Approach Capacity 290 ----------------------------------------------------------------------- 328 317 335 Approach Capacity 352 ----------------------------------------------------------------------- 531 637 575 Intersection Performance Summary Intersection Performance Summary Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS Approach Approach V/C Average ---------- -------------------------- ----------- ---- Movement Flow Rate Capacity Ratio Total Delay LOS EB 130 290 0.45 5.5 B ---------- ---------- ---------------- ----------- ---- WB 157 328 0.48 6.2 B RB 128 352 0.36 4.0 A NO 139 317 0.44 5.3 B WB 158 531 0.30 3.1 A SB 168 335 0.50 6.7 B NB 357 637 0.56 8.4 B SB 96 575 0.17 1.9 A Intersection Delay = 5.98 Level of Service (Intersection) =. B Intersection Delay 5.7 Leval of Service (Intersection) . B HCS: Unsignalized Intersections Release 2.1c Page iaaenvu.aeoay.v..asswv.aasvavva.uvavnaavasa.anauv vasn......... Center For Microcomputers In Transportation University of Florida 512 Weil Ball Gainesville, FL 32611-2083 Ph: (904) 392-0378 .aae.a.u.oun.a.a.s.ay..=.=..a.uovv............asvevvvaaaaeaeayswa Streets: (N-S) ABBOTSFORD (E-W) GREGORY 4WEL Major Street Direction.... RN Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 7/4/96 Other Information......... 1996 2000 2015 AM Two-way Stop -controlled Intersection .a.vvv....avavaaavvsavanavv...avwwvavasvvnsana...... n................ Eastbound Westbound Northbound Southbound L T R I L T R I L T R I L T R No. Lanes 1 0 > 1 0 1 0 1 < 0 1 0 0 0 1 0 > 1 < 0 Stop/Yield volumes PEP Grade MC'a (!) SD/Rv's M CV' a M PCE'a ------------ 1 45 .95 .95 0 1.10 ------ N 92 30 .95 .95 0 22 0 1 95 .95 .95 0 1 11.10 1.10 1.10 -------- ------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 BCS: Unsignalized Intersections Release 2.1c Page 2 ................ a .............................. v....................... Workshest for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 113 Potential Capacity: (pcph) 1214 Movement Capacity: (pcph) 1214 Prob. of queue -Free State: 1.00 ------- ------------------------------------------------ Step 2: IT from Major Street ------------ WBEB ----------- ----------------------- Conflicting Flows: (vph) 129 Potential Capacity: (pcph) 1488 Movement Capacity: (peph) 1488 Prob. of Queue -Free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 161 Potential Capacity: (pcph) 898 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) 897 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB -SB -------------------------------------------------------- Conflicting Flows: (vph) 161 Potential Capacity: (pcph) 854 Major IT, Minor TH Impedance Factor: _ 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 853 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) -------- ------ ------ ------ (veh) (sec/veh) ------- SB L 25 853 > ------- ----- --------- SB T 0 897 > 863 4.3 0.0 A 4.3 SB R 1 1214 > EB L 1 1488 2.4 0.0 A 0.1 Intersection Delay = 0.5 sec/veh 1 HCS: Unsignalized Intersections Release 2.1c Page vvavvavvvvvvvmvaavvvvavaavmvvvvavvanaamavvvvvavvvmvvvuvanvvavavvva. Center For Microcomputers In Transportation University of Florida 512 Weil Sell Gainesville, PL 32611-2083 Ph: (904) 392-0378 maaavvvvvuvavvaavvvvavvvaaovavvamavavaaavvvvvvvvavaovavvvavavvvvevam Streets: (N-S) ABBOTSFORD (S-W) GREGORY 0SM Major Street Direction.... SW Length of Time Analyzed... 60 (min) Analyst ................... NO Date of Analysis.......... 7/4/96 other Information ....... ..1996 2000 2015 FM Two-way Stop -controlled Intersect vvavavvvvvvvvevvvvavvavvvavvvaaaavaaavaaaavvmmaavvvaavavaaaavavaaaeavm ml LBastboundR I LWestboundR I LNorthbound I LSouthboundd No. Lanes 1 0 > 1 0 1 0 1 < 0 1 0 0 0 1 0 > 1 < 0 Stop/Yield Volumes PHP Grade MCI ($) SU/RV's ($) CV' a ($) PCB-s ------------ N 0 64 .95 .95 0 1.10 Adjustment Factors 29 0 0 .95 .95 .95 0 1.10 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Dnsi lized Intersections Release 2.1c Page 2 9� g vvesmassvmmvvvvmvvavavavmaavvvevvvvevmvvvvvvvvaavevavvavaavavvavavvavvv Worksheet for TWSC Intersection -------------------------------------------------------- Stop 1: RT from Minor Street NB SB Conflicting Flows: (vph) 40 Potential Capacity: (pcph) 1321 Movement Capacity: (pcph) 1321 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 2: LT from Major Street WB SB -------------------------------------------------------- Conflicting Flows: (vph) 44 Potential Capacity: (pcph) 1633 Movement Capacity: (pcph) 1633 Prob.- of Queue -Free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major IT Shared Lane Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 107 Potential Capacity: (pcph) 959 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) 959 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street '-------------------------------------------------------- NB SB Conflicting Flows: (vph) 107 Potential Capacity: (pcph) 918 Major IT, Minor TH Impedance Factor: 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 918 Intersection Performance Summary Avg. 95$ Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (vah) -------- ------ ------ (sec/veh) ------ SB L 34 918 > ------- ------- ----- --------- SB T 0 959 > 918 4.1 0.0 A 4.1 SB R 0 1321 > BE L 0 1633 2.2 0.0 A 0.0 Intersection Delay a 0.9 sec/veh r.7 F---� r-- 1 r- r-� ram:. ram; Center For. Microcomputers In Transportation Center For Microcomputers In Transportation Page 1 HCS: Unsignalized Intersection Release 2.1 Pape 2 HCS: Unsignalized Intersection Release 2.1 :Y:X=YXY#=#=Y:2#2YYYYYXYYY##2YX#=#X#2:YYY:22:X=XXXYY#2X=::2Y:SY= Y Y2YYXYYY###2#YYS##=2#YY22SY2YSSYYXX=XXSX22#=Y22YYYY#XYX2S###Y2Y File Name ................ Streets: (N-S) cr13 (E-W) doualas for TWSC Intersection Major Street Direction.... EW ----Sheet ----------------------------------------------------- Analyzed... Length of Time A 60 (min) Step 1: RT from Minor Street NB SB Analyst....me ......... njd -------------------------------------------------------- Date of Analysis.......... 7/14/96 2015 am Conflicting Flows: (vph) 98 78 Other Information ......... am 1996 Q_12� Potential Capacity: (pcph) 1,.35 1264 Movement Capacity: (pcph) 1235 1264 Two-way Stop -controlled Intersection Prob. of Queue -free State: 0.99 --- ' Eastbound ; Westbound ; Northbound ; Southbound ------------------------------------------------- Step 2: LT from Major Street WB ---- EB L T R; L T R; L T R; L T R ---- ---- ---- : ---- ---- ---- ---- ---- ----I---- ---- -- Conflicting Flows: (vph) 81 No. Lanes 0> 1< 0, 0> l< 0; 0> 1< 0; 0> l< 0 Potential Capacity: (pcph) 1536 536 1569 Stop/Yield ; N; N; Movement Capacity: (pcph) Volumes ; 13 97 3; 16 76 5; 5 5 27; 3 3 7 Prob. of Queue -free State: 0.99 0.99 PHF ; .95 .95 .95; .95 .95 .95; .95 .95 .95; .95 .95 .95 TH Saturation Flow Rate: (pcphpl) 1700 1700 170D 1700 Grad Grade ; 0 ; 0 ; 0 ; p RT Saturation Flow Rate: (pcphpl) 1700 1700 (%) ; 0 0 MC'sMajor 0; 0 0 0; 0 0 0; 0 0 0 LT Shared Lane Prob. SU/RV's (X); 0 0 0; 0 0 0; 0 0 0; 0 0 0 of Queue -free State: 0.99 CV's (%) ; 0 0 0; 0 0 0; 0 0 0; 0 0 0 ----------------------------------------------------- --- PCE's ; 1.1 1.1 -------------------------------------------- 1.1; 1.1 1.1 1.1; 1.1 1.1 ____________________________ 1.1; 1.1 1.1 1.1 Step 3: TH from Minor Street N8 SB - Conflicting Flows: (vph) 208 208 Potential Capacity: (pcph) 848 848 Capacity Adjustment Factor Adjustment Factors due to Impeding Movements _0.98 0.98 Vehicle Critical Follow-up Movement Capacity: (pcph) 828 628 Maneuver Gap (tg) Time (tf) Prob. of Queue -free State: --------------------------- ----------------------------- 0.99 1.00 Left Turn Major Road 5.00 2.10 Step 4: LT from Minor Street -------------------------------------------------------- NS SB Right Turn Minor Road 5.50 2.60 Conflicting Flows: (vph) 211 Through Traffic Minor Road 6.00 3.30 Potential Capacity: (pcph) 799 9S 788 88 Left Turn Minor Road 6.50 3.40 Major LT, Minor TH Impedance Factor: 0.97 0-97 Adjusted Impedance Factor: 0.98 0.98 Capacity Adjustment Factor due to Impeding Movements 0.97 0.95 Movement Capacity: (pcph) 778 750 ________________________________________________________ Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) -------- ------ ------ ------ Delay LOS By App NB L 6 778 > ------------ > ------ > ________- NB T 6 828 > 1073 > 3.5 > A 3.5 NB R 31 1235 > > > SB L 3 750 > > > S8 T 3 828 > 1003 > 3.6 > A 3.6 SB R 8 1264 > > > EB -L 15 1569 2.3 A - 0.3 WB L 19 1536 2.4 A 0.4 Intersection Delay = 0.9 HCS: unsignalized Intersections Release 2.1c Page mvavavavaavnavaavavvvaavvvaavv.v...aavva.v.a.v.aavvm ovv naava......... Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 a vsay.vaa uavv.va.vv...vnavaavaavanavv.a.vvvavvaa..vv.a.vaavvvvnavnavv Streets: (N-S) CR 13 (E-W) DOUGLAS Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... NO Date of Analysis.......... 7/4/96 Other Information ......... 1996 00 2015 PM Two-way Stop -controlled Intersection- avv.aava.vaa. aay.aa. vaav.............. ...... =................ a...... a Eastbound Weathound Northbound Southbound L T R I L T R I L T R I L T R No. Lanes I 0 > 1 < 0 10 > 1 < 0 10 > 1 < 0 10 > 1 < 0 Stop/Yield Volumes PEP Grade MCI M SU/RV's M CV's (E) PCE10 N 4 56 0 .95 .95 .95 0 1.10 --------------- 24 .95 1.10 N 72 - 1 .95 .95 0 3 2 7 .95 .95 .95 0 4 2 9 .95 .95 .95 0 11.10 1.10 1.1011.10 1.10 1.10 ------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Dnsignalized Intersections Release 2.1c Page 2 vvmavvvvvvvvemavvvn..avvv.m.ay.v.a...vv.............................. Worksheat for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 59 76 Potential Capacity: (pcph) 1293 1267 Movement Capacity: (pcph) 1293 1267 Prob. of Queue -Free State: 0.99 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 59 77 Potential Capacity: (pcph) 1607 1575 Movement Capacity: (pcph) 1607 1575 Prob. of Queue -Free State: 0.98 1.00 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major IT Shared Lane Prob. of Queue -Free State: 0.98 1.00 -------------------------------------------------------- Step 3: TH from Minor Street NB SE -------------------------------------------------------- Conflicting Flows: (vph) 165 164 Potential Capacity: (pcph) 894 895 Capacity Adjustment Factor due to Impeding Movements 0.98 0.98 Movement Capacity: (pcph) 875 876 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: IT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 170 169 Potential Capacity: (pcph) 844 845 Major LT, Minor TH Impedance Factor: 0.98 0.98 Adjusted Impedance Factor: 0.98 0.98 Capacity Adjustment Factor due to Impeding Movements 0.97 0.98 Movement Capacity: (pcph) 823 825 -------------------------------------------------------- Intersection Performance Summary Avg. 9s% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (poph)(sec/veh) (vah) (sec/veh) -------- ------ ------ ------ ------- NB L 3 823 > ------- ----- --------- NB T 2 875 > 1073 3.4 0.0 A 3.4 NB R 8 1293 > SB L 4 825 > SB T 2 876 > 1065 3.4 0.0 A 3.4 SB R 10 1267 > EB L 4 1575 2.3 0.0 A 0.2 WE L 28 1607 2.3 .0.0 A 0.6 Intersection Delay . 0.8 sec/veh Center For Microcomputers In Transportation HCS: Unsia_nalized Intersection Release 2.1 Page 2 XXXXX(X#XX#XXYXX##YX##XXXXXXX##ZXXX#ZXXXXX#Y#ZZZXZZ.X XXX#XZXY#XX# Work$heet for TWSC Intersection Center For Microcomputers In Transportation -------------------------------------------------------- HCS: Unsignalized Intersection Release 2.1 Page 1 Step 1: RT from Minor Street WB EB Y YZYZYYYY Z Z YYZZYZY#ZXiZZZZZZZZZZYZZZZYZXZZYYZYYYYYYYY Y Conflicting Flows: (vph) 96 260 File Name ................ Potential Capacity: (pcph) 1238 1022 Streets: (N-S) shl (E-W) douglas Movement Capacity: (pcph) 1238 1022 Major Street Direction.... NS Prob. of Queue -free State: 1.00 0.91 Length of Time Analyzed... 60 (min) -------------------------------------------------------- Analyst................... njd Step 2: LT from Major Street SB NB Date of Analysis.......... Other Information......... 7/14/96 1996 000 2015 am pm -------------------------------------------------------- Conflicting Flows: (vph) ill 305 Potential Capacity: (pcph) 1518 1227 Two-way Stop -controlled Intersection - Movement Capacity: (pcph) 1518 1227 Prob. of Queue -free State: 0.99 0.98 Northbound ; Southbound Eastbound ; Westbound -------------------------------------------------------- L T R; L T R; L T R; L T R Step 3: TH from Minor Street W8 EB ---- ---- ---- : ---- ---- ---- I ---- ---- ----: ---- ---- ---- -------------------------------------------------------- No. Lanes 1 l< 0; 1 1 1; 0> 1 1; 0> 1< 0 Conflicting Flows: (vph) 436 406 Stop/Yield ' N: N; i - Potential Capacity: (pcph) 644 668 Volumes 23 81 30: 12 260 45; 29 46 75: 78 21 4 Capacity Adjustment Factor PHF .95 .95 .95: .95 .95 .95: .95 .95 .95: .95 .95 .95 due to Impeding Movements 0.97 0.97 Grade ; 0 ; 0 ; 0 ; 0 Movement Capacity: (pcph) 625 648 MC's (%) 0 0 01 0 0 0; 0 0 0; 0 0 0 Prob. of Queue -free State: 0.96 0.91 SU/RV's (%): 0 0 0{ 0 0 0: 0 0 0: 0 0 0 -------------------------------------------------------- CV's (%) 1 0 0 0; 0 0 0; 0 0 0; 0 0 0 Step 4: LT from Minor Street WB EB PCE's ; 1.1 1.1 1.1; 1.1 1.1 1.1( 1.1 1.1 1.1; 1.1 1.1 1.1 -------------------------------------------------------- ------------------------------------------------------------------------ Conflicting Flows: (vph) 452 426 Potential Capacity: (pcph) 580 600 Major LT, Minor TH Impedance Factor: 0.89 0.93 - Adjustment Factors Adjusted Impedance Factor: 0.91 0.95 Capacity Adjustment Factor Vehicle - Critical Follow-up due to Impeding Movements 0.83 0.95 Maneuver _ Gap (tg) Time (tf) Movement Capacity: (pcph) -------------------------------------------------------- 484 567 ------------------------------------------------------------------ Left Turn Major -Road 5.00 2.10 Intersection Performance Summary Right Turn Minor Road 5.50 2.60 - Through Traffic Minor Road 6.00 3.30 F1owRate MoveCap SharedCap Avg -Total- Delay Left Turn Minor Road 6.50 - 3.40 Movement v(pcph) Cm(pcph) Csh(pcph) -------- ------ ------ Delay LOS By App ------ EB L 34 567 > 615 ------------ > 6.9 ------ > 6 --------- EB T 56 648 > > - > 5.5 EB R 87 1022 3.9 A WB L 90 484 > > > WB T 24 625 > 518 > 9.0 > B 9.0 WB R 4 1238 > > -> NB L 26 1227 3.0 A 0.5 - SB L 14 1518 2.4 A 0.1 . '� Intersection Delay = .2.6 APPENDIX C 1 - Center For Microcomputers In Transportation - HCS: Unsienalized Intersection Release 2.1 Page 1 EC3: Dnsignalized Intersections Release 2.1c Page uvu................................................................. File Name ............. - Center For Microcomputers In Transportation Streets: (N-S) lemay (E-W) country club. University of Florida - Analyst ................... mjd 512 Weil Ball Gainesville, FL 32611-2083 Date of Analysis.......... 7/14/96 Other Information......... 7996 2000 2015 am pm Ph: (904) 392-0378 ................................................................... All -way Stop -controlled Intersection Streets: (N-S) LEMAY (B-W) COUNTRY CLUB Analyst ................... MD ; Eastbound Westbound ; Northbound ' Southbound Date of. Analysis.......... 7 96 Other Information ....... 1996 2000 2015 ® PM L T R; L T �---- --------: ---- ---- - ---:---- R, L ---- T R, ----:---- L ---- T R ---- All-way Stop -controlled Intersection No. Lanes 0> l< 0; 0> l< 0; 0> l< 0; 0> l< 0 ....................................................................... Volumes 4 65 41: 67 51 17: 57 1-6 121; 7 67 2 Eastbound Westbound Northbound Southbound PHF .95 .95 .95: .95 .95 .95: .95 .95 .95; .95 .95 .95 L T R L T . R L T R L T R - Grade ; 0 0 0 ; 0 . ____ ____ ____ ____ ____ ____ ____ ____ ____ •MC's (.) 0 0 0; 0 0 0; 0 0 01 0 .0 0 No. Lanes T___ 0> 1 < 0 0> 1 < 0 0> 1 < 0 0.> 1 < 0 SU/RV's (%); 0 0 0; 0 0 0; 0 0 0; 0 0 0 Volumes 4 39 72 97 39 3 31" 55 32 13 116 4 CV's (%) 0 0 0; 0 0 0; 0 0 0; 0 0 0 PEP .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 PCE's 1.1 1.1 t. 1; 1.1 ------------------------------------------------------------------------ ----------------------------------------------------------------------- Volume Summary and Capacity Analysis WorkSheet ----------------------------------------------------------------------- i -'--'-----------'--'--'----------------------------------------------- Volume Summary and Capacity Analysis WorkSheet BB WB NB SB ----------------------------------------------------------------------- EB W8 NB 58 LT Flow Rate 4 102 33 14 LT Flow Rate 4 71 60 7 - RT Flow Rate 76 3 34 4 RT Flow Rate 43 18 127 2 Approach Flow Rate 121 146 125 140 Approach Flow Rate 115 143 320 80 Proportion IT 0.03 0.70 0.26 0.10 Proportion LT 0.03 0.50 0.19 0.09 Proportion RT 0.63 0.02 0.27 0.03 Proportion RT 0.37 0.13 0.40 0.03 Opposing Approach Flow Rate 146 121 140 125 Opposing Approach Flow Rate 143 115 80 320 Conflicting Approaches Flow Rate 265 265 267 267 Conflicting Approaches Flow Rate 400 400 258 258 Proportion, Subject Approach Flow Rate 0.23 0.27 0.23 0.26 ,proportion, Subject Approach Flow Rate 0.11 0.22 0.49 0.12 Proportion, Opposing Approach Plow Rate 0.2 0.23 0.2 0.23 proportion, Opposing Approach Flow Rate 0.22 0.17 0.12 0.49 1 Lanes on Subject Approach- 1 1 1 1 "1 Lanes on Subject Approach ". "1 1 - 1 - 1 - Lases on Opposing Approach 1 1 1 1 Lanes on Opposing Approach 1 "1 1 _1 IT, Opposing Approach 102 - 4 14 33 LT, A Opposing Approach " 71 4 7. 60 RT, Opposing Approach 3 76 4 34 RT, Opposing Approach 18 43 2: 127 IT, Conflicting Approaches 47 47 106 106 LT, 'C onflicting Approaches 67 67 75 75 ..RT, Conflicting Approaches 38 38 79 79 RT, Conflicting Approaches 129 129 61 61 Proportion IT, Opposing Approach 0.70 0.03 0.10 0.26 Proportion LT, Opposing Approach 0.50 0.03 0.09 0.19 Proportion RT, Opposing Approach "0.02 0.63 0.03 0.27 Proportion RT, Opposing Approach - 0.13 0.37 0.03 0.40 Proportion IT, Conflicting Approaches 0.18 0.18 0.40 0.40 proportion LT, Conflicting Approaches 0.17 0.17 0.29 0.29 Proportion RT, Conflicting Approaches 0.14 0.14 0.30 0.30 Proportion RT, Conflicting Approaches 0.32 0.32 0.24 0.24 Approach Capacity 304 639 465 472 Approach Capacity 350 557634 569 " Intersection Performance Summary _ Intersection Performance Summary • Approach Approach V/C - Average - ". Approach Approach V/C Average --Delay _- Movement _Flow Rate. Capacity Ratio Total Delay _ LOS -Movement_ -Flow-Rate _Capacity __ Ratio- Total LOS- ---------- ---------- ----------___--- - -- - BB 121 304 0.40 ----------- 4.5 ---- . A I ES 115. 350 0.33 - 3.5 - A WB - 146 639 0.23 2.4 A I WB -143 551 0.26 2.7 A '. N8 125 465 0.27 - 2.8 A NB 320 634 0.50 6.8 B SB 140 472 " -0.30 3.1 A, - I SS 80 569 0.14 1.7 A Intersection Delay 3.2 Intersection Delay = .4 .71 - Level of Service (Intersection) . A - _ - Level of Service (Intersection) = A - Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 z xXzxXzzzzzzzxzxzxx#xXxzxxxxizxxxxzzzzxxxxxzxxzzzzxzxz'czxzxxxxzz F.ile.Name ................. Streets: (N-S) abbotsford (E-W) gregory Major Street Direction.... EW Length.of Time Analyzed... 60 (min) Analyst ................... mid Date of Analysis.......... 4196 Other Information......... 1996 2000 2015 am pm Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound , L T R; L- T R; L T R; L T R , No. Lanes 0> 1 0; 0 1< 0; 0 0 0; 0> 0< 0 Stop/Yield N; N; Volumes -1 42 86 9; 10 1 PHF -; .95 .95 ...95 .95; .95 .95 Grade 0 0 t 0 0 SU/RV's (%); 0 0 0 0; 0 0 CV's (%) 0 0 ; 0 0; 0 0 PCE's 1.1 1.1 1.1 1.1; 1.1 1.1 Adjustment Factors Vehicle_ - Critical Follow-up Maneuver Gap (tg) Time (tf). __________________________________________________________________ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 Xi.F XZXZZX#XXXX#XXXiX#X#XZXZXXXXXX#iXXFiZ.FXXXXXXXi#iXXiXFX##XXXXX WorkSheet for TWSC Intersection Step,l: RT from Minor Street NB SB Conflicting Flows: (vph) - 90 Potential Capacity: (pcph) 1247 Movement Capacity: (pcph) 1247 Prob. of Queue -free State: -------------------------------------------------------- Step 2: LT from Major Street WS EB ________________________________________________________ Conflicting Flows: (vph) - 95 Potential Capacity: (pcph) - 1545 Movement Capacity: (pcph) 1545 Grob. of Queue -free State: - 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. . of Queue -free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) - 134 Potential Caoacity: (pcph) 886 Major LT. Minor TH - Impedance Factor: 1..00 Adjusted Impedance Factor: 1.00- - Capacity Adjustment Factor _ - - due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 885 Intersection Performance Summary F1owRate MoveCap SharedCap Avg -Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) -------- ------ ------ ------ Delay ------------ LOS By App SB L 12 885 > > ------ > --------- - 905 4.0 A .4.0 SB R 1 1247 > > _ EB L 1 1545 2.3 A 0.1 Intersection Delay = 0.3 RCS: Dnsignalized Intersections Release 2.1c Page v uaysvvvv vvvvavavvauvavavaaaaavaavavvvaavvavaeaavaaavvaavaavavvavvaa Center Por Microcomputers Ia Transportation Oniversity of Florida 512 Neil Hall . Gainesville, FL 32611-2083 Ph: (904) 392-0378 u vevvvavvvvvva vavvvvFORD aaaaavavm vavaevs (vE_W)...........RERvvvaaa Streets: (N-S) AHBOTSPORD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis .......... /96 Other Information........ 99 2000 2015 PM Two-way Stop -controlled In section .......... vvavavvvav uvanvvnvvn aanvanvanvvvavvava avavavaavvaavvaavaava Eastbound Westbound Northbound Sorthbound L T R �L T R L T R L T ... R No. Lanes 0 > 1 0 0 1 c 0 0 Stop/Yield volumes PEP Grade MCI M SD/RV's (t) Cv' s M PCE's N 0 60 .95 :95 0 1.10 --------------- 2 .95 0 N 32 95 Adjustment Factors 10 0 0 95 .95 .95 0 11.10 1.10 1.10 ---------------------------- Vehicle Critical Follow-up Gap (tg) Time (tf) Maneuver "--___-- --------------------------------------------------------- Left Turn Major -Road 5.00 2.10 2.60 Right Turn Minor Road 5.50 3.30 Through Traffic Minor Road 6.00 Left Turn Minor Road _ 6.50 3.40 HCS: unsignalized Intersections Release 2.1c - Page 2 vevaavavaavavaaevvvvvaavaavasvavvvvavvavvavavaavasvvavaaavasaavavaaavva Worksheet for TWSC Intersection --------------------------------------------------------- Step 1: RT from Minor Street NB SH _ _ ____------_____-- Conflicting Plows: (vph) 19 - 1354 Potential Capacity: (pcph) 1354 Movement Capacity: (pcph) Prob. of Queue -Free State: .1.00 -------------------------------------------------------- Step 2: IT from Major Street WB -----___----- EE ___'_________- Conflicting Flows: (vph) 36 1648 Potential Capacity: (pcph) 1648 Movement Capacity: (pcph) 1.00 Prob. of Queue -Free State: . 1700 TH Saturation Plow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major IT Shared Lane Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 3: TH from Minor Street --_--__---- NB SE __--------- _______----- _____ Conflicting_Flows: (vph) 82 Potential Capacity: (pcph) 988 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) 988 Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Stop 4: IT from Minor Street. NB SE ----"'------------"----------------------------------- Conflicting Flows: (vph) _ 82 Potential Capacity: (pcph) - 949 ' Major IT, Minor TH Impedance Factor: 1.00 ; Adjusted Impedance Factor: 1.00 i Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) - �. ------------------------- "'------____---------------"' 949 . Intersection Performance Summary Avg. 95% . Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------- -------------- _---- (sec/veh) ` -------- ------ ------ ------ SS L 12 949 > BE T 0 988 > 949 3.8 0.0 A 3:8 SS R 0 1354 > ER L .0 1648 - 2.2 0.0 A 0.0 Intersection Delay a 0.4 sec/veh BCS: Unsignalized Intersections Release 2.1c Page aaavovavavvaanvvva vavaavavaaaavvvavavaa a naavvaaaavaaavv aavnavavnv aannvv Canter For Microcomputers In Transportation University of Florida - 512 Weil Hall Gainesville, FL" 32611-2083 Ph: (904) 392=0378 avavavvaavvavavvavaavaaa a aavavvaaaavvvvvaavvaavava aavaavavavasavaava. .Streets: (N-S) CR 13 (E-W) DOUGLAS Major Street Direction.... RW Length of Time Analyzed... 60 (min) Analyst.......... No Date of Analysis.......... 7 96 Other Information........ 99 2000 2015 AM QD Two-way Stop -controlled Intersection vvavvavevaaaaaaavvvvaavaaavaaaaanavaaaavvvaavaaaavav anaaaava v aavasaaaan Eastbound Westbound Northbound. Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 12 42 3 5 45 5 5 5 6 3 3 7 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's M SU/RV's M CV's M PCE's 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 ----------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver _ Gap (tg) - Time (tf) ------------------------------_------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 - 3.30 Left Turn Minor Road 6.50 3.40 BCS: Unsignalized Intersections Release 2.1c Page 2 v vavnvavv aavvavvvvavaaaaaaavanvaavvaavv aaaaaaaav vavavavvvvaavavaaavvvvv . Worksheet for TWSC Intersection . -------------------------------------------------------- Step 1: RT from Minor Street NB SB - ___________________________________"'------------------ Conflicting Flows: (vph) 46 - 50- - Potential Capacity: (pcph) 1312 1306 Movement Capacity: (pcph) 1312 1306 Prob. of Queue -Free State: 0.99 0.99 -------------------------------------------------------- Step 2: IT from Major Street WBBB -------------------------------------------------------- Conflicting Flows: (vph) 47 52 Potential Capacity: (pcph) 1628 1619 Movement Capacity: (pcph) 1628 1619 Prob. of Queue -Free State: 1.00 0.99 TH Saturation Flow Rate:.(pcphpl) 1700 1700 - RT Saturation Flow Rate: (pcphpl) 1700 1700 -Major IT Shared Lane Prob. of Queue -Free State: 1.00 0.99 -------------------------------------------------------- Step 3: TH from Minor Street NB "'--- SE ..-------------------------------------------------- Conflicting Flows: (vph) 116 114 Potential Capacity: (pcph) 948 951 Capacity Adjustment Factor due to Impeding Movements 0.99 '0.99 - Movement Capacity: (pcph) 936 939 - Prob. of Queue -Free State: 0.99 1.00..- --------------------'--------' Step-4:-LT-from-Minor-------'--- Street - -=NH ----------' 3B - ________________________________________________________ Conflicting Flows: (vph) 118 - -- 118 - Potential Capacity: (pcph) 905 905 Major IT, Minor TH - Impedance Factor: 0.98 0.98 Adjusted Impedance Factor: 0.99 0.99 . Capacity Adjustment Factor - due to Impeding Movements "0.98 0.98 _ Movement Capacity: (pcph) 889 887 ---------- ---------------------------------------------- Intersection Performance Summary . - - Avg. 95% Flow Move Shared Total Queue Approach Rate -Cap Cap Delay Length LOS Delay - Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) . -------- ------ ------ ------ ------- NB L 6 889->" ------- ----- --------- NB T 6 936 > 1027 .3.6. 0.0 A 3.6 NB R 7 1312 > - SE L 3 887 > SB T 3 939 > 1102 3.3 0.0 A 3.3 SB R 8 1306 > .EB L 14 1619 2.2 0.0 A -"0.5 --WB L 6 - 1628 2.2 0.0 A 0.2 i - Intersection Delay v-1.O sec/veh RCS: Unsignalized Intersections Release 2.1c - Page ......evvevv...va.vv...v..v.....v..v....vv............................. Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 vvvvvvvay......vvavvv............evvvva..v....v...v.....v.a.........v. Streets: (N-S) CR 13 (E-W) DOUGLAS Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst.......... • MD Date of Analysis .......... �,/�96 Other Information........ 199 2000 2015 ® PM Two-way Stop -controlled Intersection a vvvvvvv.v.v..........v................................................ Eastbound Westbound Northbound Southbound L T R L T R L T R L T .R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N - N Volumes 4 38 0 6 26 1 3 2 1 4 2 9 "PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's M SD/RV's M Cv's (B) PCE's 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver - Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 RCS: Dnsignalized intersections Release 2.1c Page 2 ......vvvvvevvvvvvvv.........v.avv.e.......v.v..v. a .................... Worksheet for TWSC Intersection --------------- ---------------------------------------- Step 1: RT from Minor Street NB SB --------------------------------------------------- - Conflicting Flows: (vph) 40 28 Potential Capacity: (pcph) 1321 1340 Movement Capacity: (pcph) 1321 1340 Prob. of Queue -Free State: 1.00 0.99 ---------------------------------__--------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 40 28 Potential Capacity: (pcph) 1641 1662 Movement Capacity: (pcph) 1641 1662 Prob. of Queue -Free State: 1.00 1.00 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: 1.00 . 1.00 -------------------------------------------------------- Stop 3: TH from Minor Street - NB SB -------------------------------------------------------- ' Conflicting Flows: (vph) 78 78 Potential Capacity: (pcph) 993 993 Capacity Adjustment Factor due to Impeding Movements 0.99 0.99 - Movement Capacity: (pcph) 986 986 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street_ NB --------- SB ---------------------------------------------- Conflicting Flows: (vph) 83 - 79 Potential Capacity: (pcph) 948 953 Major IT, Minor TH impedance Factor: 0.99 0.99 Adjusted Impedance Factor: 0.99 0.99 . Capacity Adjustment Factor due to Impeding Movements 0.99 - 0.99 Movement Capacity: (pcph) 935 946 ------------------------------- `------------------------ - Intersection Performance Summary - Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) = (sec/veh) -------- ----- ------ ------ ------- US L 3 .935 >. ------- ----- --------- . NB T 2 986 > 1001 3.6 0.0 A 3.6 NB R - 1 1321 > SB L 4 946 > SB T 2 986 > 1166 3.1 0.0 A 3.1 SB R 10 '1340 > EB L 4 1662 2.2 0.0 A 0.2 WB L 7 1641 2.2 0.0 A 0.4 If - Intersection Delay . 0.9 sec/veh f- f__ 1- 7 8C5: Unsignalized Intersections Release 2.1c Page evmmmaaaamvavmaaavammvaavaaavmaaaav avaaavavaeavvvavvavvvvvaaaavvaaaavaa Center For Microcomputers In Transportation University of Florida 512 Weil Ball . Gainesville, FL 32611-2083 Ph: (904) 392-0378 maaamaeavvavvaavvvavaavaavvvaavaavaavavavvv vavvavvvvaaavaaavavvavavaa Streets: (N-S) SB 1 (E-W) DOUGLAS Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 7 96 Other Information........ 99 2000 2015 AM Two-way,Stcp-controlled Intersection vvmaaaavvv a................................vvav avvvovvavmv anmvavaannvva Northbound Southbound Eastbound Westbound L T R L T .R L T R L T R No. Lanes 1-0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield Volumes PEP Grade MC's M SD/RV's M Cv'a M PCE's N 51 235 36 .95 .95 .95 0 1.10 ---------------- N 3 122 37 .95 .95 .95 0 1.10 -------------- 48 18 26 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors 16 37 8 .95 .95 .95 0 1.10 1.10 1.10 --------------- vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 ECS: Unsignalized Intersections Release 2.1c Page 2 aavvavvvvvvvvvvavvaavvvvaaaa..vamvvvamvmm. a vavavavvavaamvvv mevvvvvvvvav Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 266 148 Potential Capacity: (pcph) 1015 1165 Movement Capacity: (pcph) 1015 1165 Prob. of Queue -Free State: 0.99 0.97 -------------------------------------------------------- Step 2: IT from Major Street SE NB ____-____----------------"'---------------------------- Conflicting Flows: -(vph) 285 167 Potential Capacity: (pcph) 1254 1427 Movement Capacity: (pcph) 1254 1427 Prob. of Queue -Free State: 1.00 0.96 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major IT Shared Lane Prob. of Queue -Free State: 1.00 0.95 -----------------------"'---------------_--___--------- Step 3: TH from Minor Street -------------------------------------------------------- WE EB Conflicting Flows: (vph) 490 . 490 Potential Capacity: (pcph) 603 603 Capacity Adjustment Factor due to Impeding Movements 0.95 0.95 Movement Capacity: (pcph) 572 572 --Prob. of Queue -Free State: 0.92 :------------ 0.96 ------------------------------------------- Step 4: IT from Minor Street WB RB -------------------------------------------------------- Conflicting Flows: (vph) 494 494 Potential Capacity: (pcph) 548 548 Major IT, Minor TH Impedance Factor: 0.91 0.88 Adjusted Impedance Factor: 0.93 0.91 Capacity Adjustment Factor - due to Impeding Movements 0.91 0.90 Movement Capacity: (pcph) 498 492 ------------------------------------------'----" "-"- Intersection Performance Sum-mary Avg. 95% - Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (vah) -------- ------ ------ ------ (sec/veh) ------- EB L 56 492 > ------- ----- --------- EB T 21 572.> .607 7.2 0.7 B 7.2 EB R 30 1165 > - - WB L 19 498 > WB T 43 572 > 581 7.1 0.4 B 7.1. WB R 9 1015 > - - NB L 59 1427 2.6 0.0 A 0.4 SE L 3 2254 - 2.9 i 0.0 A 0.1 .. Intersection Delav a' 1.9 sec/veh r-_ HCS: Dnsignalized Intersections Release 2.1c Page 1 evavvvvvvevvemvvvavavvavvavvvavvvaveavavvvvvvvavavvevavavvvvvvvvavvavv Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, PL 32611-2083 Ph: (904) 392-0378 vvvvauvvvovvvvvvevvvvvvvvvvvvnvvavvavvvvvevvavvvvavvvvevvvavavvvvvvv. Streets: (N-S) SH 1 _ (E-W) DOUGLAS Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 7/4/96 Other Information....... <99 2000 2015 ® PM Two-way Stop -controlled Intersection vvvvvvvavvvvvvvevovvvvveavavvvvavvxvavvvavvvvvavvvvvvvvvvvvav vvvv vvavav Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- -- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N volumes 12 62 14 8 218 38 21 33 40 33 15 0 PEEP .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 -.95 Grade 0 0 0 0 MC-8 M SU/RV's W CV' 6 M . PCE's 1.10 1.10 1.10 1.10 1.10 1.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Maneuver ----------------------------- Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Critical Follow-up Gap (tg) Time (tf) ---------------------- 5.00 2.10 5.50 2.60 6.00 3.30 6.50 3.40 F.r HCS: Dnsignalized Intersections Release 2.1c Page 2 vvavvvavvvvvvavvavvvvavvvvavvavvvavvvvvvvavvvavvvvvvvvvevvevvvvvvvevvev Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street------------ W-----------EB . ---------------------------- Conflicting Flows: (vph) 72 249 Potential Capacity: (pcph) 1273 1036 Movement Capacity: (pcph) 1273 1036 Prob. of Queue -Free State: - 1.00 0.96 -------------------------------------------------------- Step 2: LT from Major Stree[-------------SB---------- NB --- ----------------------- Conflicting Flows: (vph) 80 269 Potential Capacity: (pcph) 1570 1276 Movement Capacity: (pcph) 1570 1276 Prob. of Queue -Free State: 0.99 0.99 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: 0.99 0.99 -------------------------------------------------------- Step 3: TH from Minor Street - ' WB EB -------------------------------------------------------- Conflicting Flows: (vph) 362 350 Potential Capacity: (pcph) 704 715 Capacity Adjustment Factor due to Impeding Movements 0.98 0.98 Movement Capacity: (pcph) 691 702 Prob. of Queue -Free Stater 0.97 0.94 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- - Conflicting Flows: (vph) 381 . 350. _ Potential Capacity: (pcph) _ 637 664 -_ Major LT, Minor TH - -Impedance Factor: 0.93 0.96 Adjusted Impedance Factor: 0.94 0.97 . Capacity Adjustment Factor due to Impeding Movements 0.90 0.97 Movement Capacity: (pcph) 575 642 -------------------------------------------------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) ------ ------- (veh) ------- ----- (sec/veh) --------- -------- EB L ------ 24 ------ 642 > EB T 39 702 > 794 5.3 0.5 B 5.3 EB R 46 1036 > - - WB B 39 575 > - - WB T 18 691 > 607 6.5 0.3 B 6.5 WB R 0 1273 > - - NB L .14 1276 2.9 0.0 A 0.4 SB L 9 IS70 2.3 0.0 A 0.1 Intersection Delay - .1.7 sec/veh APPENDIX B TABULAR SUMMARY OF VEHICLE COUNTS Observer AA CIeR 1 e-Date 3 Day Clty � A,e 1'`r&`R_ R = Right turn . S = Straigm INTERSECTION OF A R-ao~5 g;!5'e AND ri. e6rISof V L = Left turn TIME BEGINS gsgcrs,�,2 (� from NORTH NOri� South GeQ-ra>? y G[l-�oe-� TOTAL. TOTAL from SOUTH from EAST [R---I from WEST R S I I L Total R 11 R S L Total 1 S L Total I I I IWimALL R S L Total 730110 I 4- 4.11 1 1 1 1 4• to Is 1 1 sl I1-5lo 1 1311 18 11 zz 745-1I01 131 3 II 1 I 1 II 3 II t 11 1 1 16 II 117 10 1 19 II Z9 II 3Z o Il o I 2- 1 2 II 1 1 1 II Z 11) 111 I 112. II 1 t-4-Ib 1 14-11 Z Co lI Z ts15 Ilo I I I I 1 11 1 1 1 II 110 I-7 I I-7 it I 4- 1 0 1 t¢ 11 Z 1 11 z z S3ollol 1 i II I. I 1 II 11Z? I Ito II I1011 1 t1 I Zc 11 ZZ 84s`II I 131 411 1 1 1 II 111 1t21 It3 II ItColo1 thll 2-911 33 I I I I II I I I II II i i I II I I I II II 73o-oilol Itel 10 II I i I II to IIZ13Z1 134 II Ilaol of of 9 411 to I I t i II I I I it II I I I II I I I II II call 1 1 'I 71 II 11 1 11 114 1 3 81 14 Z 11 Is 41 1 I sl 711 10 S II I i I I I I it II I I I I I I I II II I I I II II I I I II I I I I I I I I II I i II II I I I II I I i I II 43o11o1 1 ¢1 II 1 1 1 11 4- 4-IZo I I Z II IS Id l 6-1 Z9 II 33 4.46I01 1 ZI Z II ► I II Z 01Z&l I ZGII 1 7 to 17 33 II 3S mold i Z Z II I I II 2 II IZ-7 1 1 51 II Izo I t I Z( sZ it 5-4- s-r S 1 1 2 1 3 1 I I tl 3 1 1 1 3 1 1 14- it 1 t O 10 110 Z- 4- II Z? II I I I II I I I II I I i 11 i I I I 4��1 I'a 9 511 14 Z 1 1 14 3 1 3.9 11 ) 4- 9 I TABULAR SUMMARY OF VEHICLE COUNTS Observer � o Date 3 $ Q Day jrAt bA Y City LAP-oA672 (OQUAJ-r y R = Right tum Straignt INTERSECTION OF C9�2G!T1)Q�I / LC-'INq`I AND eo��vr2y ec.s L=.Lettturn . TIME BEGINS Gr2ccoleY L�.H a Y TOTAL North South ea,Cc ut3 NrQY v.ur2Y �cug TOTAL Em TOTAL ALL tram NORTH from SOUTH tmm EAST tram WEB R S -'I L I Total I R I S L I Total R. I S I L I Total II R I S L: I Total I 73o Iz134- 414o1111 17 19 1 2711 67 l0l10 13ol 40 1117 1Z101 Z711 &9ll 13� 74s II 1 133 3 3-7115 1 11 Isl 21 II s8 110 110 1zZ1 3Z IIZoI li I I I z9 11 &1 II ii 9 goo 11 1 izCo 1 3 1 3011 Z1 I(I 362 11 G& 11Z 1 9 1301 41 11 IT 1( 10 1 Z9 II 70 11 1 a� 1s 110 IZ-5 1 31 2&117 1(0 11( 1 3411 60 II 1 1 to Ilsl zCo 11171 S 13 1 z8 s4-11 114 3'30111 IZZI Z I 2-Sll7 9 16 1 Z311 48 11 1 1 1411�71 37-1115'1 5- 1 1 1 z1 11 6-311 101 a4s11Z. 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It4- 1 -76-11 91 11 Z 1 141171 33 TlZ1 14I 1 7--f I 00 11 1 -/ 445- 110 1 t(p I Z I IY ll-s4j z8 11Z 1 11 9L 11 & 1 13 1 /9 1 37 IIll 1 12 1 1 1 -3 I (07 11 ! s9 aaO O I I& 3 I 9 I Z3i 431ZZI S 3 11 /o � II 3 110 1/51 Z 8 II $I 1$ I I I Z? II ss II 1loZ 51S II 1 1 Zo I Z 1 23 11341 Z41 I &7 11 9 0 II 114 1171 37 1110 1 16-1 1 1 ziCo 11 & 3 1 1 s3 4�d�3o 2 IG? 7 1 7 611Z1 I IZ(�!r7I 3o4113 9 0 111716-1167113 5-11411 &sl411f o 11 24.5-11� z APPENDIX A V. CONCLUSIONS This study assessed the traffic impacts of the development of Hearthfire on the short range (year 2000..) and long range (year 2015) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: - Hearthfire is a residential development, comprised of 142 dwelling units. This facility is expected to generate approximately 1415 daily vehicle trip ends, 109 morning peak hour trip ends, and 150 afternoon peak hour trip ends. Based upon current traffic volumes and existing geometry/control, all key intersections operate acceptably.. In the short range with Hearthfire fully developed, all intersections are expected to continue operating acceptably. This assumes implementation of the planned improvements at the Terry Lake/Douglas intersection and an eastbound right turn deceleration lane on Douglas Road at the entry roadway to Hearthfire. This lane should be 375 feet of deceleration distance and 180 feet of taper based upon the existing 45 mph speed limit. Roadway paving may. or may not occur depending on policy decisions by the involved agencies. From an intersections operations perspective, the findings of this study will not be affected under either pavement scenario. Approximately 30 vehicles per peak hour are expected to use CR 13 and the connecting street system to travel south in the short range. These vehicles are expected to use the roadway system provided by the Richard Lake development in the long range future. Since no direct access to CR 13 is planned, the Richard Lake roadway system will provide the shortest, most efficient travel path. Accordingly, diversion of site traffic to nearby neighborhoods to the southwest will likely be temporary. In the long range future, all area roadways and intersections are expected to operate acceptably. Given the. anticipated traffic forecasts, acceptable operations can be expected for the foreseeable future. 5 TABLE 4 2015 Peak Hour Operation Level of Service ..Intersection AM PM Terry Lake/Douglas (stop sign) EB LT/T B D EB RT A A WB LT/T/RT C C NB LT A A SB. LT A A CR 13/Douglas (stop sign) NB LT/T/RT A A SB LT/T/RT A A EB LT A A WB LT A A Abbotsford/Gregory (stop sign) SB LT/T/RT A A EB LT A A ,Country Club/Lemay (all way stop) EB B B WB A A NB A C SB A A Douglas/Site Access (stop sign) NB LT A A NB RT A A WB LT A A TABLE 3 2000 Peak Hour Operation Intersection Terry Lake/Douglas (stop sign) . EB LT/T EB RT WB LT/T/RT NB LT SB LT CR 13/Douglas (stop sign) NB LT/T/RT SB LT/T/RT EB LT WB LT Abbotsford/Gregory (stop sign) SB LT/T/RT EB LT Country Club/Lemay (all way stop) EB WB NB SB Douglas/Site Access (stop sign) NB LT NB RT WB LT Level of Service AM PM B C A A B C A A A A A A A A A A A A A A A A B A B A B B B A A A A A A A T cr o� rn � n�' 7/15 U �� \� j 7 � "' 1 -F— 30/70 ^ � 110/117 — 44 74 /r--111/57 DOUGLAS RD, j /� 1/7 r— 9/30 CO. AD. 36% 3 —� 5/16 I I 60 39 94/58 —� �� 81/147 —• 0/4 25/88 C�� n — _� ��cr o "op j 0 O +� Q A j LU co arc 90 co � qa cl' 4/25 to 56/73 COUNTY CLUB RD. �� 138/86 6/6� 52/87 oNo to m 96/55 --� Ld AM / PM a J TOTAL LONG RANGE PEAK HOUR TRAFFIC 54 Figure 10 c Nw 1 21/55 /r-7e/44 DOUGLAS RD. 29/58 48/27 - r 75/47 --� �"- NAM T ci m O U �tz� -1 /5 C" " —72/76 -t-36 58 24/16. �- 6 21 CO. 4/13 } r46/55- 21/72 -� 56/97 -�- 0/3 --\ or W � �„ \ r SITE J N � O�N �N vd� 0 r, co �- 4/23 n 1 ^ 42/55 COUNTY CLUB RD. + 104/72 42%80 � C,4 C"' 77/44 W a AM PM w J TOTAL SHORT RANGE PEAK HOUR TRAFFIC Figure 9 Lake Road is also expected to divert to alternate roadways in the long range future. Figure 9 shows total morning and afternoon peak hour traffic in the year 2000 short range future with full development of Hearthfire. Figure 10 shows total morning and afternoon peak hour traffic in the long range future (2015).. i 1 IV. TRAFFIC IMPACTS AND ANALYSIS Signal Warrants { As a matter of policy, traffic signals are not installed at t-- any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. Based upon the forecasted traffic volumes, it appears that the key intersections.will not meet peak L hour signal warrants. Operation Analysis Capacity analyses were performed on the key intersections in the vicinity of Hearthfire for both short range (year 2000) future and long range (year 2015) future traffic conditions. Using the traffic volumes shown in Figure 9, the key intersections operate in the short range future, with Hearthfire, as indicated in Table 3. Calculation forms for these analyses are provided in Appendix C. These analyses assumed implementation of an eastbound right turn lane at the site access roadway along Douglas Road. Per Larimer County Access Policy criteria, this lane, appears to be warranted. The planned widening at the Terry Lake/Douglas intersection (addition of a southbound right -turn lane, northbound and southbound left -turn lanes, and an eastbound right -turn lane) was assumed to be implemented in the short range future. No other improvements were assumed.' All traffic movements and intersections are expected to operate acceptably. It should be noted that unpaved portions of roadways within the study area were assumed to remain unpaved. Whether or not this assumption is correct is a policy decision and beyond the scope of this study. Using the traffic volumes shown in Figure 10, the key intersections operate in the long range future (year 2015) as Lindicated in Table. 4. Calculation forms are provided in Appendix D. No additional roadway improvements were assumed in place in the long range future, except for the road connections through the Richard Lake development. Long range operating conditions are expected to remain acceptable with all traffic movements operating at level of service C or better. L L m 0 0 N �-- 4/3 U - NOM. + 36/24 % 32/21 DOUGLAS RD. /r- NOM. /r— s/21 CO.,VD. 54 NOM. I I 15/51- 15/51--� I I n z. �0 C to�. o SITE J v �9:� 000 zzz COUNTY CLUB RD. \—NOM. NOM. } 0 z W } AM / PM a w J LONG RANGE SITE GENERATED TRAFFIC Figure 8 N 4/3 1 NOM. `� fir- 3s/25 DOUGLAS RD. NOM. - n m U. N O m m a 0 m 0 U 43/28 r-18/11 f- 8/21 CO. 15/51 21/72 --,.[to ft r ' SITE � wY i�j F cd� a '�o lw- qa COUNTY CLUB RD. 1 \-1/4 1 /4 --� M w } AM / PM a SHORT RANGE SITE GENERATED TRAFFIC Figure 7 N 0 0 U NOMINAL 507-607 20%-25% DOUGLAS RD.. — CO. RD. 54 Ln .tpo. N U� Ln Ln SITE j m o. m m a NOTE: IN THE LONG RANGE, A SIGNIFICANT PORTION OF THESE TRIPS ARE EXPECTED TO USE THE RICHARD LAKE ROAD STREET SYSTEM p TO COUNTY ROAD 11. Q .. Qcc c9F co �0 0 COUNTY CLUB RD. TRIP DISTRIBUTION Figure 6 Land Use Single Family - 148 DU TABLE 2 Trip Generation Daily. A.M. Peak P.M. Peak Trips Trips Trips Trips Trips in out in out 1415 28. 81 98 52 1 Trip Generation LL Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information was.prepared by the Institute of Transportation Engineers and is presented in Trip Generation, 5th Edition. This document was used to estimate �Y the daily and peak hour vehicle trips generated by Hearthfire. The :land use code from Trip Generation, 5th Edition was Single -Family i Detached Housing .(210).. Table 2 shows the daily and peak hour J` traffic from Hearthfire. A vehicle trip is defined as a one-way vehicle movement from a point of origin to a point of destination. Trip Distribution Directional distributions were determined for the land uses considered in this study. This distribution considered trip attractions in the Fort Collins area, and existing travel patterns in the area. The trip distribution used in subsequent analyses is shown in Figure 6. Background Traffic Background traffic is defined as the traffic that is and/or will be on the area streets that is not related to the proposed development. Future analysis years were 2000 (short range) and 2015 (long range). This is a developing area of Fort Collins and, as such, the traffic increases are largely dependent upon land development. Background traffic was increased. incrementally by 1.5 percent per year to estimate short and long range background traffic. This growth rate is consistent with the CDOT 20 year L factor for SH 1 and the estimated increases in housing and employment for traffic zones in this area as noted in the "North Front Range Regional Transportation Plan." In order to present a 1. conservative analysis, site related traffic was considered supplemental to the increase in background traffic. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figures 7 and 8 show the assignment of the generated trips from the residential land use considered in this study. The Figure 7 assignment assumes the existing street system. Figure 8 assumes implementation of -the Richard Lake development and additional access to Hearthfire. through this adjacent development. This will allow site traffic to not be required to use Douglas Road to travel south. Additionally, some of the site traffic turning south onto Terry ( 3 N II N0 §CALE DOUGLAS ROAD SCHEMATIC SITE PLAN Figure 5 TABLE 1 1996 Peak Hour Operation Level of Service Intersection AM PM Terry Lake/Douglas (stop sign) EB LT/T/RT B B WB LT/T/RT B B NB LT A A SB LT A A CR 13/Douglas (stop sign) NB LT/T/RT A A SB LT/T/RT A A EB LT A A WB LT A. A Abbotsford/Gregory (stop sign) SB LT/T/RT A A EB LT A A Country Club/Lemay (all way stop) EB A A WB A A NB A B SB A A 9 � N I, 52 1996 DAILY TRAFFIC (ADT) Figure 4 0 m cNv O °i �• —15/37 33/16 �N � 26545 DOUGLAS RD.s� 21 /48 —1 I 4/12 33/18 — 40/26 tc \ 38/42 0/3 r, N c.4 N t0 �aT� 9 co 0. a 1-u 90 �o v 3/17 + — 39/51 97/67 COUNTY CLUB RD. % 4X 4 � t 39 65 — 72/41--� N i L L M W a a W J CO. r— G cc O U AM / PM 4. N 54 RECENT PEAK HOUR TRAFFIC Figure 3 cl A U DOUGLAS ROAD (CO. RD, 54) PM INVERNESS (CO.RD.52E)rj RICHARDS LAKE ' ROAD 'Pry, y9� d <9 W CIF RICF w r S�,05 MCA ti W COUNTRY CLUB ROAD (CO. RD. 50E) WILLOX LANE w D z w a r w I ARD��I c❑. RD. �5 Z ROAD �— AREA STREETS 1 Figure 2 on the Fort Collins Master Street Plan. Its existing cross section, in this area, has one 12 foot lane in each direction. Douglas Road extends to and beyond Terry Lake Road (SH 1) to the J west and covers significant distances to the east beyond I-25. The posted speed limit is 45 mph adjacent to the site. County Road 13 (CR 13) is a north -south roadway extending north and south of Douglas Road. To the south it is somewhat discontinuous due to Richard Lake. The current road system south of Douglas Road include CR 13, CR 11, Inverness Road, Abbotsford t Road, Gregory Road, Lemay Avenue, and Country Club Road. CR 13, Inverness Road, and part of Abbotsford Road are unpaved.two lane roadways. The area streets are shown on Figure 2. i_ Existing Traffic Morning and afternoon peak hour traffic data were obtained as part of this study or obtained from recent traffic studies in the area. This information is presented in Figure 3. As shown peak hour traffic volumes are presented at the Douglas Road intersections with Terry Lake Road and CR 13, the Abbotsford/ Gregory intersection and the Lemay/Country Club intersection. Raw traffic data is presented in Appendix A. Figure 4 shows recent daily traffic volumes on area streets. Existing Operation Using the traffic volumes shown in Figure 3 and the existing control, the key intersections operate at indicated in Table 1. Calculation forms for these analyses. are provided in Appendix B. J As shown on Table 1 all intersections currently operate acceptably. For evaluation purposes, acceptable level of service is defined as L level of service.D or better during peak hour conditions. Current levels of service in the area of the site typically are B or better. III. PROPOSED DEVELOPMENT Hearthfire is a residential development proposed south of Douglas Road and east of CR 13 in Fort Collins. As currently planned, it will have 148 single family residential units which are expected to be completed over the next 3-4 years.. Figure 5 shows a schematic of the site plan of Hearthfire. Site access is planned via a single access to Douglas Road. This access will be a public roadway which will extend to the south and connect to/through the Richard Lake development in the future. The access 9 to Douglas Road will be located about 650 feet east of CR 13. 2 y 1' ( q COUNTY ROAD 58 N WINDSOR RESERVOIR tt b COUNTY ROAD 96 ANNEX NO.B ELDOR - RESERVDi A d AK E �J �M H ARTHFIRE LAKE Y ,1 rc R D �p PUD J ROAD P� COUNTRY CLUB ROAD .` WILLO3' LANE N DOWNTOWN � FORT COLLINS NO SCALE SITE LOCATION N Figure 1 I. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements at and near a proposed residential development known hereinafter as Hearthfire PUD. It is proposed to be located east: of County Road 13 and south of Douglas Road in Fort Collins, Colorado. .During the course of the analysis, numerous contacts were made, with the project planning consultant (Jim Sell Design), the Fort Collins Planning Department, and the Fort Collins Transportation Division. This study conforms with typical traffic. impact study guidelines. The study involved the following steps: - Collect physical, traffic, and development data. - Perform trip generation, trip distribution, and trip assignment. Determine peak hour traffic volumes. Conduct capacity and operational level of service analyses on key intersections. - Determine roadway improvements as deemed appropriate. Traffic studies and current planning efforts for a previous development proposal on the site, the Richard Lake development, the Terry. Shores development, and the "North Front Range Regional Transportation Plan" were reviewed as part of the analysis. II. EXISTING CONDITIONS The location of the Hearthfire site is shown in Figure 1. Since the impact in the short range, as well as, the long range is. of concern, it is important that a thorough understanding of the existing conditions be presented. Land Use The Hearthfire site is located on the far north side of Fort Collins. The area surrounding the site is primarily undeveloped with some residential developments lying primarily to the west and east of the site. Richard Lake is south of the site. ' Roads The primary streets. near Hearthfire are Douglas Road and County Road 13. Douglas Road is adjacent to Hearthfire on the north. It is an east -west street designated as a minor arterial 1 HEARTHFIRE PUD SITE ACCESS STUDY FORT COLLINS, COLORADO JULY 1996 Prepared for: Richards Lake Development Co. Fort Collins, COlorado Prepared by: MATTHEW J. DELICH, P.E. 2272 Olen Haven Drive Loveland, CO 8053E Phone: 970-669-2061 FAX: 970-669-5634 HCS: Unsignalized Intersections Release 2.1c Page .... ....... ...... .................. vu................................. Center For Microcomputers In Transportation University of Florida 512 Weil Rall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ....................................................................... Streets: (N-S) SITE ROAD (H-W) DOUGLAS Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... MD Date of Analysis.......... 7 96 Other Information........ 000 2015 AM Two -Dray Stop -controlled Intersection ....................................................................... Eastbound Weatbound Northbound Soutbbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 1 1 0 > 1 0 1 0 1 0 0 0 Stop/Yield 4 N Volumes 55 72 21 58 39 11 PEF .95 .95 .95 .95 .95 .95 Grade 0 0 0 MC'e ($) SU/RV's ($) CV's ($) PCE's 1.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Maneuver ------------------------------ Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Critical Follow-up Gap (tg) Time (tf) ------------------------------ 5.00 2.10 5.50 2.60 6.00 3.30 6.50 3.40 RCS: Unsignalized Intersections Release 2.1c Page 2 ....................................................................... Worksheet for TWSC Intersection ' -------------------------------------------------------- Stop 1: RT from Minor Street NS SB -------------------------------------------------------- Conflicting Flows: (vph) 58 Potential Capacity: (pcph) 1294 Movement Capacity: (pcph) 1294 Prob. of Queue -Free State: 0.99 ------------- Step 2: IT from Major StreetWB-----------BB -------------------------------------------------------- Conflicting Flows: (vph) 5e Potential Capacity: (pcph) 1609 Movement Capacity: (pcph) 1609 Prob. of Queue -Free State: i 0.99 TH Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Stop 4: LT from Minor Street NB SB -------- ------------------------------------------------ Conflicting Flows: (vph) 141 Potential Capacity: (pcph) 877 Major IT, Minor TH - Impedance Factor: 0.98 Adjusted Impedance Factor: 0.98 Capacity Adjustment Factor due to Impeding Movements 0.98 Movement Capacity: (pcph) -------------------------------------------------------- 863 Intersection Performance Summary Avg. 95% iFlow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay j Movement (pcph) (pcph) (peph)(sec/veh) (veh) ' (sec/veh) -------- ------ ------ ------------- NB L 45 863 4.4 ------- ----- 0.0 A --------- 4.1 NB R 13 1294 2.8 0.0 A WB L 24 1609 2.3 0.0 A 0.6 Intersection Delay . 1.0 sec/veh HCS: Dnsignalized Intersections Release 2.1c Page vvavvvvvaavvv v vavvaavvvvavvavvvvaavv vaavav v vvvvavvv v vvvavvvavevavavva Center For Microcomputers In Transportation University of Florida 512 Weil Ball Gainesville, FL 32611-2083 Ph: (904) 392-0378 vvvvavvvevvvvaavvavvvvavvvvavavavvevaavvvv vav maaaamaaaaaavavvvvvvaa. Streets: (N-S) ABBOTSFORD (E-W) GREGORY titer Major Street Direction.... RW Length of Time Analyzed... 60 (min) Analyst ................... NO Date of Analysis.......... 7/4/96 Other Information......... 1996 2000 201 AM PM Two-way Stop -controlled Intersection vavvvaava vvmav v mnvav v vvaavvv vv mmva v umavavuaavvvvvvvvvv vvvvvvvmaav Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ____ ____ ____ ____ ____ ____ __-- ---- ---- -___ ___- ---- No. Lanes 0 > 1 0 0 1 < 0 0 0 0 0 > 1 < 0 Stop/Yield N N Volumes 1 59 114 12 13 0 1 PHF .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 MC's (%) SU/RV's M CV's M PCE's 1.10 1.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Maneuver ---------------------------- Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Critical Follow-up Gap (tg) Time (tf) --"'------------------------- 5.00 2.10 5.50 2.60 6.00 3.30 6.50 3.40 HC3: unsignalized Intersections Release 2.1c Page 2 vvvvmvvvvvvvvvvvav avavavvvvvvv vavavvvaavvavvavv msavmav mvavveaavavaama Workshest for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor StreetNB __--__-_---- ""-""'--- SB ____________ _' Conflicting Flows: (vph) 1 26 119955 Potential Capacity: (pcph) 1195 movement Capacity: (pcph) 1.00 Prob. of Queue -Free State: __•-------------------------------------"' Step 2: IT from Major Street _____-___-_- -"'----""_ -- _ _ ____ Conflicting Flows: (vph) 133 1482 Potential Capacity: (pcph) 1482 Movement Capacity: (pcph) 1.00 Prob. of Queue -Free State: Rate: (pcphpl) 1700 TH Saturation Flow RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Pree State: 1.00 -------------------------------------------------------- Step 3: TH from Minor Street NB SB ______________________'__'______'__'-___'_'_'-__---- Conflicting Flows: (vph) 190 867 Potential Capacity: (pcph) Capacity Adjustment Factor 1.00 due to Impeding Movements 866 66 Movement Capacity: (pcph) 1 Prob. of Queue -Free State: .00 -------------------------------------------------------- Step 4: LT from Minor StreetNB ________________________ SB _ ________________________ Conflicting Flows: (vph) 190 190 822 Potential Capacity: (pcph) Major LT, Minor TH 1.00 Impedance Factor: 1.00 Adjusted Impedance Factor: Capacity Adjustment Factor 1.00 due to Impeding Movements 821 Movement Capacity: (Pcph) -------------"'---------------------------------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------ ------- ------- (sec/veh) ----- --------- -------- ------ ------ SB L 15 821 > SB T 0 866 > 837 4.4 0.0 A 4.4 SB R 1 1195 > EB L 1 1482 2.4 0.0 A 0.0 Intersection Delay a 0.3 sec/veh