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Home My WebLink AboutRIVER SONG WALDORF SCHOOL - PDP - 11-98 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYIproject traffic from each of these developments was then assigned to the roadway system. I r I I I n I 0 u Background Traffic Year 2000 The peak hour background traffic for Year 2000 is depicted on Figure 4. As mentioned above this was developed by factoring existing traffic to account for overall growth in the City of Fort Collins and adding the traffic from the nearby projects described above. 11 Multimodal Transportation Level of Service ManUal p.20 I_os sta ttl:nds for Development lieview - Bicycle Figure 7. Bicycle LOS Worksheet ` base connectivity: specific connections to priority sites: description of applicable destination area within 1,320' including address 1 t�`Iltlul mVtrP.�=vR`1r t`IAL, L 2 I t,rl�:�l u destination area classification (see text) level of service - connectivity mndnnun scwal proposed C ■M-I .IMI■I City of Dort Collins Transportation Master Plan Multimodal Transportation Level of Service ManUal. P. 18 1.0s stindards for mvelopmew Review - Pedestrian rigUre, 6. Pedestrian LOS Worksheet e Hre--t . W �t.hl Oe" A ro eel local ion classification: P ) 11) eN I �'i l � � 4 u V I vz, V .. (enter as many as apply) description of applicable destination area level of service (minimum based nn project location classification) destination area within 1,320' classification inclodin address g (see text ) �Gmtness .animdly armaings InlrnzlI aemrlly amedlira Q f 4 �i1 17 p�`lll�. Rt%11>I mi,inulm - pp�� V L! IF aclmd C. G k C., rl'��•'� cl�l n Il 111 null llll aitllal 1/y / • _ / •� — � — / _ ®�!1©I�I�AI01 mnimun, propoxd �.., _.. City of Fort Collins Transportation Master Plan I 1 ' APPRENDIX B PEDESTRIAN AND BICYCLE LEVEL OF SERVICE WORKSHEETS r- 1 II II II 1 t 1 1 1 1 1 1 1 HCS: Unsignalized Intersections Release 2.1e OLOOPT.HCO Page 3 Intersection Performance Summary Flow Move Shared Total 51 9e Queue Rate Movement (pcph) (Ccph) Cap P P (p----(----veh) Delay Length LOS Approach Delay (veh) (sec/veh) NB T NB NB R 1031 > ------- ----- --------- -----2.9 18 1385 > 1276 2.9 0.0 A SB L SB T 29 6 984 > 994 3.8 0.0 A 1048 > WB L 12 1714 3.8 2.1 0.0 A 0.6 Intersection Delay = 2.3 sec/veh I 1 1 1 t r 1 1 1 n HCS: Unsignalized Intersections Release 2.1e OLOOPT.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street -------------------------------------------------------- SB Conflicting Flows: (vph) Potential Capacity: (pcph) 0 Movement Capacity: (pcph) 1385 Prob. of Queue -Free State: 1385 --------------------- 99 0. 0.99 Step 2: LT from Major Street WE ------------------- ----- EB Conflicting Flows: Flows: (vph) Potential Capacity: (pcph) 0 Movement Capacity: (pcph) 1714 Prob. of Queue -Free State: 1714 0 99 099 TH Saturation Flow Rate: (pcphpl) . 0 RT Saturation Flow Rate: (pcphpl) Major LT Shared 1700 Lane Prob. of Queue -Free State: ------------------- 0.99 -------------NB--------- Step 3: TH from Minor Street __ __ ------------------ -------------------------------------- SB Conflicting Flows: (vph) Potential Capacity: (pcph) 37 24 Capacity Adjustment Factor 1038 1056 due to Impeding Movements 0.99 Movement Capacity: (pcph) 0.99 Prob. of Queue -Free State : 0 099 48 - - - -- ----------------- .. 0 099 Step 4: LT from Minor Street ___________ NB SB ---------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) 34 Major LT, Minor TH 1007 Impedance Factor: Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor 0.99 due to Impeding Movements Movement Capacity: (pcph) 0.98 ----------- --------------------------------------------- 984 1 HCS_-Unsignalized-Intersections Release 2.1e OLOOPT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) LOUISE LANE_____________________________________________ Major Street Direction.... EW (E-W) ORCHARD PLACE Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU Two-waySto R -------- p-controlled Intersection Eastbound Westbound Northbound T R Southbound L T R L -L-- ---- T R T R o. Lanes 0 -'-- 0 0 0> 0 ---- --- - ---- ---- Stop/Yield < 0 0 1< 0 0 > 1 0 Volumes 10 PHF 25 5 15 25 5 Grade .95 •95 .95 .95 .95 MC's OU 0 0 .95 0 SU/RV's (o) CV's (%) PCE's 1.10 ---------------- 1.10 1.10 1.10 1.10 Adjustment Factors Vehicle Maneuver Critical Follow-u p -----_ ---------------- Gap (tg) Time (tf) Left Turn Major Road ______ _______ ----------------- Right Turn Minor Road 5.50 2.10 Through Traffic Minor Road 5.50 2.60 Left Turn Minor Road 6.50 3.30 7.00 3.40 HCS_-Unsignalized-Intersections Release 2.1e OLOOAT.HCO Page 3 Intersection Performance Summary Flow Move Shared Total 9eu Queue Rate Movement p Movement (pcph) Cap Ca (pcph) (pcph)(sec/veh) Delay Length LOS pproach Approach Delay (veh) (sec/veh) NB T 77 740 > ------- ------- ----- -----_ NB R 176 1385 > 1095 4.3 1.0 A 4.3 SIB L SB T 29 88 497 > 665 6.6 0.7 B 748 > 6.6 WB L 198 1714 2.4 0.4 A 2.0 Intersection Delay = 4.0 sec/veh 0 I 1 [J 1 1 [1 I I l HCS: Unsignalized Intersections Release 2.1e OLOOAT.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB ------------------ SB SB ------ Conflicting Flows: (vph) ------------------- Potential Capacity: (pcph) 0 Movement Capacity: (pcph) 1385 Prob. of Queue -Free State: 85 -------------------- 0.87 Step 2: LT from Major Street -- WB ------------------ ------ ------------------ B Conflicting Flows: (vph) ------------- Potential Capacity: (pcph) 0 Movement Capacity: (pcph) 1714 Prob. of Queue -Free State: 0.88 TH Saturation Flow Rate: (pcphpl) 0 RT Saturation Flow Rate: (pcphpl) Major LT Shared 1700 Lane Prob. of Queue -Free State: -------------------- 0.88 Step 3: TH from Minor Street _ NB ___________ ----------------- SB --------------------- Conflicting Flows: (vph) _________ Potential Capacity: (pcph) 196 188 Capacity Adjustment Factor 838 847 847 due to Impeding Movements 0 88 Movement Capacity: (pc h) P 0.88 Prob. of Queue -Free State: 740 0.90 748 ----------------------- 0.88 ------------ Step 4: LT from Minor Street ________ NB -------------------------- SB ------------------------------ Conflicting Flows: (vph) Potential Capacity: (pcph) 303 Major LT, Minor TH 678 Impedance Factor: Adjusted Impedance Factor: 0.79 Capacity Adjustment Factor 0.84 due to Impeding Movements Movement Capacity: (pcph) .73 097 --------------------------------------------- 1 1 1 1 HCS_-Unsignalized-Intersections Release 2.1e ------- OLOOAT.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) LOUISE LANE -_- Major Street Direction.... EW (E-W) ORCHARD PLACE Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - AM PEAK HOU R Two-way Stop -controlled Intersection Eastbound Westbound Northbound T R L T R L -L-- ---- T R LSouthbound R No. Lanes p ---- Stop/Yield 0> 0 < 0 0 ---- _ -T_ ---- 1< 0 0, 1 Volumes 0 90 PHF 15 35 80 25 40 Grade .5 .95 .5 5 95 5 MC's (%) 0 0 0 SU/RV's (o) CV's (0 PCE's 1.10 ------------------------------ 1.10 1.10 1.10 1.10 Adjustment Factors Vehicle Maneuver Critical Follow-up --------------- Gap g Time tf) Left Turn Major Road ----------------- Right Turn Minor Road 5.50 2.10 Through Traffic Minor Road 5.50 2.60 Left Turn Minor Road 6.50 3.30 7.00 3.40 HCS:-Unsignalized-Intersections Release 2.1e KOOOPT.HCO Page 3 Intersection Performance Summary Flow Move Shared Total 95% Queue Rate Movement (pcph) P Cap Ca (pcph)---- Delay (----veh) Length LOS pproach Approach Delay Delay ------ ---- (veh) NB L 29 977 > ------- ----- _ -----3.7 � NB T R 12 6 1015 > 1024 3.7 0.0 A 1372 > SB L 6 977 > SB SB T R 12 6 1030 > 1079 1351 3.4 0.0 A 3.4 > EB WB L L 6 6 1646 1696 2.2 0.0 A 0.7 2.1 0.0 A 0.3 Intersection Delay = 2.1 sec/veh HCS_-Unsignalized-Intersections Release 2.1e KOOOPT.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street _- ------ -------------------------------------------------- NB Conflicting Flows: ( h) PotentialSB Capacity: (pcph) 8 21 Movement Capacity: (pcph) 1372 1351 Prob. of Queue -Free State: 1372 1351 ----------------------------------- 1.00 1.00 Step 2: LT from Major Street, B ---- -------- --- -- - - ------------------------------- EB Conflicting Flows: (vph) -----'---- Potential Capacity: (pcph) 10 37 Movement Capacity: (pcph) 1696 1646 Prob. of Queue -Free State: 1696 1646 TH Saturation Flow Rate: (pcphpl) 1.00 1700 1.00 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane 1700 1700 1700 Prob. of Queue -Free State: -------------------------- 1.00 1.00 Step 3: TH from Minor Street___ NB --------------- -- SB Conflicting Flows: (vph) __ --------------- Potential Capacity: (pcph) 54 41 Capacity Adjustment Factor 1022 1038 due to Impeding Movements Movement Capacity: (pcph) 0.99 Prob. of Queue -Free State: 1015 1030 030 ----------------------------------- 0.99 0.99 Step 4: LT from Minor Street__ NB ------------------------ -- SB ___ Conflicting Flows: (vph) Potential Capacity: (pcph) 46 46 Major LT, Minor TH 996 996 Impedance Factor: Adjusted Impedance Factor: 0.98 0.98 Capacity Adjustment Factor 0. 99 0.99 due to Impeding Movements 077 Movement Capacity: (pcph) 0 ------------------ 9.98 77 CI I 1 I I HCS_-Unsignalized-Intersections Release 2.1e KOOOPT.HCO ------_ - ----- Page 1 Center For Microcomputers fn Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) KIMBALL ROAD Major Street Direction.... EW (E-W) ORCHARD PLACE Length of Time Analyzed... 60 (min) Analyst....... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU Two-waySto R p-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T -- ---- N L T R No. Lanes - ---N _ -- Stop/Yield 0> 1 < 0 0> 1 < 0 0> 1 < 0 Volumes 5 5 5 5 Grade 0 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 MC's (0-,) 0 0 0 SU/RV's (o) CV's (s) PCE's 1.10 110 -------------- .1.10 1.10 1.10 1.10 1.10 1.1.0 ------------------------------------------------- Adjustment Factors Vehicle Maneuver Critical Follow-up ----------------------- (tg) Time (tf) Left Turn Major Road -Gap ------------------- Right Turn Minor Road 5.00 2.10 Through Traffic Minor Road 5.50 2.60 Left Turn Minor Road 6.00 3.30 6.50 3.40 HCS: Unsignalized Intersections Release 2.1e KOOOAT.HCO Page 3 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- NB L ------ 198 ------ ------ 874 > -------------- ----- --------- NB T 6 846 > 882 5.4 1.1 B 5.4 NB R 6 1362 > SB L 6 883 > SB T 12 933 > 979 3.8 0.0 A 3.8 SB R 6 1238 > EB L 6 1406 2.6 0.0 A 0.6 WB L 6 1684 2.1 0.0 A 0.1 Intersection Delay = 2.6 sec/veh HCS: Unsignalized Intersections Release 2.1e KOOOAT.HCO Page 2 ' Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street ---------------------------- NB-----------SB ----------- Conflicting Flows: (vph) 14 96 Potential Capacity: (pcph) 1362 1238 ' Movement Capacity: (pcph) 1362 1238 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 2: LT from Major Street ---- --- --- ----- ------ -------------- Conflicting Flows: (vph) ----WB - 16 - -EB 181 Potential Capacity: (pcph) 1684 1406 ' Movement Capacity: (pcph) 1684 1406 Prob. of Queue -Free State: 1.00 1.00 TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) 1700 1700 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: ------------------------ ---------------1_00---------1_00 Step 3: TH from Minor Street -------------------------------------------------------- NB SB Conflicting Flows: (vph) 204 122 ' Potential Capacity: (pcph) 853 941 Capacity Adjustment Factor ' due to Impeding Movements Movement Capacity: (pcph) 0.99 846 0.99 933 Prob. of Queue -Free State: -------------------------------------------------------- 0.99 0.99 Step 4: LT from Minor Street ---------------------------- SB ---------- Conflicting Flows: (vph) - - 128 -- -NB 124 Potential Capacity: (pcph) 893 897 Major LT, Minor TH Impedance Factor: 0.98 0.98 ' Adjusted Impedance Factor: Capacity Adjustment Factor 0.98 0.99 due to Impeding Movements 0.98 0.98 Movement Capacity: (pcph) 874 883 -------------------------------------------------------- [1 HCS: Unsignalized Intersections Release 2.1e KOOOAT.HCO Page 1 11 I `_1 1 1 LJ 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------__-----_______________________ Streets: (N-S) KIMBALL ROAD (E-W) ORCHARD PLACE Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - AM PEAK HOU R Two-way Stop -controlled Intersection ----------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T -R-- L T R I -L T R No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CVIs (°s) PCEIs ------------ 0 > 1 < 0 N 5 10 5 .95 .95 .95 0 1.10 --------------- 0 > 1 < 0 N 5 10 85 .95 .95 .5 0 1.10 ---------------- 0 > 1 < 0 90 5 5 .5 .95 .95 0 1.10 1.10 1.10--------------- Adjustment Factors 0 > 1 < 0 5 10 5 .95 .95 .95 0 1.10 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver ---------------------------------------------------------------- Gap(t ) 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 I [1 r 11 I 11 I I 1 HCS: Unsignalized Intersections Release 2.1e MLOOPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 132 Potential Capacity: (pcph) 1187 Movement Capacity: (pcph) 1187 Prob. of Queue -Free -------------------------------------------------------- State: 0.98 Step 2: LT from Major Street WBEB Conflicting Flows: ------------- (vph) - --- - - 137 Potential Capacity: (pcph) 1475 Movement Capacity: (pcph) 1475 Prob. of Queue -Free State: 0.98 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: -------------------------------------------------------- 0.98 Step 4: LT from Minor -------------------------------------------------------- Street NB SB Conflicting Flows: (vph) 336 Potential Capacity: (pcph) 676 Major LT, Minor TH Impedance Factor: 0.98 Adjusted Impedance Factor: 0.98 Capacity Adjustment Factor due to Impeding Movements 0.98 Movement Capacity: ----------------- ----------- 664 --------------- Intersection Performance Summary Avg. 956 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement -------- (pcph) ------ (pcph) ------ (pcph)(sec/veh) ------ ------- (veh) (sec/veh) NB L 6 664 > ------- ----- --------- 1021 3.6 0.0 A 3.6 NB R 23 1187 > WB L 23 1475 2.5 0.0 A 0.3 Intersection Delay 0.4 sec/veh 1 HCS: Unsignalized Intersections Release 2.1e MLOOPT.HCO Page 1 I I I I I I Pi 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) LOUISE LANE (E-W) MULBERRY STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU R Two-way Stop -controlled Intersection ----------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI M SU/RV's (o) CV's (o) PCE's ------------ 0 1 < 0 N 120 10 95 .95 0 --------------- 0 > 1 0 N 20 175 .95 .95 0 1.10 ---------------- 0 > 0 < 0 5 20 .95 .95 0 1.10 1.10 ---------------- Adjustment Factors Vehicle Critical Follow-up Maneuver -------------------------- (tg) --- Left Turn Major Road ---Gap 5.00 - ---Time-(tf) - 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 I I L� I I I I I 1 I I I I HCS:-Unsignalized-Intersections Release 2.1e MLOOAT.HCO Page 2 ------------- ---Worksheet for TWSC Intersection Step 1: RT from Minor Street ------------------ ----------- NB Conflicting Flows: (vph) _____ - Potential Capacity: (pcph) 226 Movement Capacity: (pcph) 1064 Prob. of Queue -Free State: 1064 ------------------------- 0.93 Step 2: LT from Major Street ------------------ ----------- WB EB ____ Conflicting Flows: (vph) ------------- ____ Potential Capacity: pcph) 236 Movement Capacity: (pcph) 1323 Prob. of Queue -Free State: 1323 TH Saturation Flow Rate: (pcphpl) 94 0.1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: ----------------------- 0.94 Step 4: LT from Minor Street _ ______ -------------------- ----------- NB SB ___ Conflicting Flows: (vph) _ ----______ Potential Capacity: (pcph) 407 Major LT, Minor TH 615 Impedance Factor: Adjusted Impedance Factor: 0.94 Capacity Adjustment Factor 0.94 due to Impeding Movements Movement Capacity: (pcph)577 0.94 ------------------------------- Intersection Performance Summary Flow Move Shared Total 95a Queue Rate Movement (pcph) Cap Ca Delay (pcph) (pcph-(---/veh) Length LOS Approach pproach Delay --- - ______ (veh) (sec/veh) NB L ------- 22 577 > ----_ --------- NB R 896 4.5 77 1064 > 0.4 A 4.5 WB L 77 1323 2.9 0.1 A 0.7 Intersection Delay = 0.8 sec/veh I HCS:-Unsignalized-Intersections Release 2.1e Center For Microcomputers MLOOAT.HCO Page 1 In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) LOUISE LANE Major Street Direction.... EW (E-W) MULBERRY STREET ' Length of Time Analyzed... 60 (min) Analyst.......... .... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR R 2000 - AM PEAK HOU Two-waySto ----------p-controlled Intersection ----- Eastbound L Tbound Westbound NR Southbound L T R I' T R L T R No. Lanes 0 1 < 0 -- -" Stop/Yield > 1 0 0> N 0 < 0 p --- Volumes 205 15 35 105 0 p PHF .95 .75 5 15 Grade 95 .75 35 0 MC's ($) 0 .5 0 SU/RV's (o) CV,s (.) i PCE's 1.10 -------------------------- 1.10 1.10 Adjustment Factors Vehicle Maneuver Critical Follow-up - ----------- ----- ----- ----- ---- Gap (tg) Time (tf) Left Turn Major Road -------------------- Right Turn Minor Road 5.00 2.10 Through Traffic Minor Road 5.50 2.60 ' Left Turn Minor Road 6.00 3.30 6.50 3.40 I 1 I I I I H I I I I I HCS: Unsignalized Intersections Release 2.1e EKOOPT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 284 Potential Capacity: (pcph) 994 Movement Capacity: (pcph) 994 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 305 Potential Capacity: (pcph) 1227 Movement Capacity: (pcph) 1227 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: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 526 Potential Capacity: (pcph) 525 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) - - - - ---- - 522 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- SB L ------ 41 ------ 522 ------ > ------- ------- -------------- 556 7.1 0.2 B 7.1 SB R 6 994 > EB L 6 1227 2.9 0.0 A 0.1 Intersection Delay = 0.5 sec/veh I HCS: Unsignalized Intersections Release 2.1e EKOOPT.HCO Page 1 I r Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------- Streets: (N-S) KIMBALL ROAD (E-W) ELIZABETH STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - PM PEAK HOU R Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 > 1 0 N 5 225 .95 .95 0 1.10 --------------- No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CV's (o) PCE's ------------ 0 1 < 0 N 250 40 .95 .95 0 ---------------- Adjustment Factors 0 > 0 < 0 35 5 .95 .95 0 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 I I 1 HCS: Unsignalized Intersections Release 2.1e EKOOAT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street-- NB---- SE ---- --- --- ----- ------ ---- --- - Conflicting Flows: (vph) ----- 232 Potential Capacity: (pcph) 1056 Movement Capacity: (pcph) 1056 Prob. of Queue -Free State: 0.98 Step 2: LT from Major Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 317 Potential Capacity: (pcph) 1211 Movement Capacity: (pcph) 1211 Prob. of Queue -Free State: 0.98 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: -------------------------------------------------------- 0.98 Step 4: LT from Minor Street NB SE -------------------------------------------------------- Conflicting Flows: (vph) 505 Potential Capacity: (pcph) 540 Major LT, Minor TH Impedance Factor: 0.98 Adjusted Impedance Factor: 0.98 Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 0.98 -------------------------- - - -- - - --- - - -528 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 209 528 > -------------- 554 11.1 2.3 C 11.1 SB R 22 1056 > rEB L 22 1211 3.0 0.0 A 0.2 r i Intersection Delay = 2.2 sec/veh r HCS: Unsignalized Intersections Release 2.1e EKOOAT.HCO Page 1 [J I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) KIMBALL ROAD (E-W) ELIZABETH STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... TOTAL TRAFFIC - YEAR 2000 - AM PEAK HOU R Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CV's M PCE's ------------ 0 > 1 0 N 15 240 .75 .95 0 1.10 --------------- 0 1 < 0 N 140 85 .95 .5 0 ---------------- 0 > 0 < 0 95 15 .5 .75 0 1.10 1.10 --------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) (tf) ----------------------------------------- Left Turn'Major Road ----- ---- - 5.00 -----Time ---- 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 I HCS: Unsignalized Intersections Release 2.1e KOOOA.HCO Page 3 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 ------ ------ 988 > -------------- ----- --------- NB T 6 1040 > 1108 3.3 0.0 A 3.3 NB R 6 1364 > SB L 6 995 > SB T 12 1035 > 1091 3.4 0.0 A 3.4 SB R 6 1372 > EB L 6 1696 2.1 0.0 A 0.4 WB L 6 1675 2.2 0.0 A 0.7 Intersection Delay = 1.8 sec/veh HCS: Unsignalized Intersections Release 2.1e KOOOA.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 13 8 Potential Capacity: (pcph) 1364 1372 Movement Capacity: (pcph) 1364 1372 Prob. of Queue -Free State: 1.00 1.00 Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 21 10 Potential Capacity: (pcph) 1675 1696 Movement Capacity: (pcph) 1675 1696 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 Step 3: TH from Minor Street - NB ---1_00 SB -------------------------------------------------------- Conflicting Flows: (vph) 33 38 Potential Capacity: (pcph) 1048 1042 Capacity Adjustment Factor due to Impeding Movements 0.99 0.99 Movement Capacity: (pcph) 1040 1035 Prob. of Queue -Free State: 0.99 0.99 Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 38 36 Potential Capacity: (pcph) 1007 1009 Major LT, Minor TH Impedance Factor: 0.98 0.99 Adjusted Impedance Factor: 0.99 0.99 Capacity Adjustment Factor due to Impeding Movements 0.98 0.99 Movement Capacity: (pcph)-- -- --- ------------------------- -----988 -- - - 995 I HCS: Unsignalized Intersections Release 2.1e KOOOA.HCO Page 1 I 1 r I i Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------- -------------------------------------------------------- Streets: (N-S) KIMBALL ROAD (E-W) ORCHARD PLACE Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - AM PEA K HOUR Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CV's (I) PCE's ------------ 0 > 1 < 0 N 5 5 15 .95 .95 .95 0 1.10 --------------- 0 > 1 < 0 N 5 5 5 .95 .95 .95 0 1.10 ---------------- 0 > 1 < 0 5 5 5 .95 .95 .95 0 1.10 1.10 1.10 ---------------- Adjustment Factors 0 > 1 < 0 5 10 5 .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 J HCS: Unsignalized Intersections Release 2.1e MLOOP.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street ----------- NB-----------SB ------------------------------ Conflicting Flows: (vph) 132 ' Potential Capacity: (pcph) 1187 Movement Capacity: (pcph) 1187 Prob. of Queue -Free State: 0.98 Step 2: LT from Major Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 137 Potential Capacity: (pcph) 1475 Movement Capacity: (pcph) 1475 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SE �, -------------------------------------------------------- Conflicting Flows: (vph) 332 Potential Capacity: (pcph) 680 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 M Movement Capacity: (pcph) -------------------------------------------------------- 671 Intersection Performance Summary Avg. 951 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ND L 6 ------ 671 ------ > ------- ------- ----- --------- 996 3.7 0.0 A 3.7 NB R 18 1187 > A 0.2 WE L 18 1475 2.5 0.0 Intersection Delay = 0.3 sec/veh I 1 HCS: Unsignalized Intersections Release 2.1e MLOOP.HCO Page 1 I I I I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) LOUISE LANE (E-W) MULBERRY STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - PM PEA K HOUR Two-way Stop -controlled Intersection Eastbound westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- No. Lanes 0 0 0 Stop/Yield Volumes PHF Grade MC's M SU/RV's (°s) CV's (%) PCE's ------------ 0 1 < 0 N 120 10 .95 .95 0 --------------- 0 > 1 0 N 15 175 .95 .95 0 1.10 ---------------- 1 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) ---------------- Time (tf) ---- ----------------------------------------- Left Turn Major Road ----- 5.00 2.10 r� Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 J I FA 1 HCS: Unsignalized Intersections Release 2.1e MLOOA.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street ---- --- NB-- ---- -SB ------------------------------- Conflicting Flows: (vph) 218 Potential Capacity: (pcph) 1074 Movement Capacity: (pcph) 1074 Prob. of Queue -Free State: 0.98 Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 221 Potential Capacity: (pcph) 1345 Movement Capacity: (pcph) 1345 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SE Conflicting Flows: (vph) 340 Potential Capacity: (pcph) 673 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) -------------------------------------------------------- 667 ' Intersection Performance Summary Avg. 956 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------------- NB L 6 667 > ------- ----- --------- 932 4.0 0.0 A 4.0 NB R 18 1074 > A 0.2 WB L 12 1345 2.7 0.0 Intersection Delay = 0.3 sec/veh I L I HCS: Unsignalized Intersections Release 2.1e MLOOA.HCO Page 1 I I 1 I I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) LOUISE LANE (E-W) MULBERRY STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - AM PEA K HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RVIs (%) CV's (%) PCEIs 0 1 < 0 N 205 5 .95 .95 0 0 > 1 0 N 10 105 .95 .95 0 1.10 0 > 0 < 0 5 15 .95 .95 0 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver----------------------------------(tg)------------Time Gap (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 I 1 1 1 1 1 [J 1 1 I 1 1 HCS: Unsignalized Intersections Release 2.1e EKOOP.HCO Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 279 Potential Capacity: (pcph) 1000 Movement Capacity: (pcph) 1000 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 295 Potential Capacity: (pcph) 1240 Movement Capacity: (pcph) 1240 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: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 521 Potential Capacity: (pcph) 529 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) 526 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- SB L ------ 29 ------ 526 ------ > ------- ------- -------------- 573 6.7 0.1 B 6.7 SB R 6 1000 > EB L 6 1240 2.9 0.0 A 0.1 Intersection Delay = 0.4 sec/veh 1 HCS: Unsignalized Intersections Release 2.1e EKOOP.HCO Page 1 1 1 1 I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------------------------------------------------------ Streets: (N-S) KIMBALL ROAD (E-W) ELIZABETH STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - PM PEA K HOUR Two-way Stop -controlled Intersection -------------------------------------------------- Eastbound Westbound Northbound Southbound L T R -L-- T R -L-- T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI M) SU/RV's (%) CV' s ( o ) PCE's ------------ 0 > 1 0 N 5 225 .95 .95 0 1.10 --------------- 0 1 < 0 N 250 30 .95 .95 0 ---------------- Adjustment Factors 0 > 0 < 0 25 5 .95 .95 0 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 1 1 I 1 I I [l 1 r C 1 HCS: Unsignalized Intersections Release 2.1e EKOOA.HCO Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 152 Potential Capacity: (pcph) 1160 Movement Capacity: (pcph) 1160 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 158 Potential Capacity: (pcph) 1441 Movement Capacity: (pcph) 1441 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 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 410 Potential Capacity: (pcph) 613 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)- - - -- - -- - --610 Intersection Performance Summary Avg. 951 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) I(sec/veh) -------- SB L ------ 41 ------ 610 ------ > ------- ------- -------------- 649 6.0 0.1 B 6.0 SB R 6 1160 > EB L 6 1441 2.5 0.0 A 0.1 Intersection Delay = 0.6 sec/veh HCS: Unsignalized Intersections Release 2.1e EKOOA.HCO Page 1 I 1 11 h I 1 I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) KIMBALL ROAD (E-W) ELIZABETH STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2000 - AM PEA K HOUR Two-way Stop -controlled Intersection -------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (o) CV's (%) PCEIs ------------ 0 > 1 0 N 5 240 .95 .95 0 1.10 --------------- 0 1 < 0 N 140 10 .95 .95 0 ---------------- Adjustment Factors 0 > 0 < 0 35 5 .95 .95 0 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 1 1 1 1 HCS: Unsignalized Intersections Release 2.1e KO97P.HC0 Page 3 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) --- (pcph) (pcph)(sec/veh) ------ ------ (veh) (sec/veh) NB L 14 1018 > ------- ------------ --------- NB T 12 1065 > 1088 3.4 0.0 A 3.4 NB R 6 1369 > SB L 3 1009 > SB T 10 1058 > 1065 3.4 0.0 A 3.4 SB R 1 1378 > EB L 2 1705 2.1 0.0 A 0.2 WB L 1 1684 2.1 0.0 A 0.4 Intersection Delay = 2.3 sec/veh 1 11 1 I 1] 1 HCS: Unsignalized Intersections Release 2.1e KO97P.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street ---------------------- NB ------------ Conflicting Flows: (vph) - ----- 10 - 4 Potential Capacity: (pcph) 1369 1378 Movement Capacity: (pcph) 1369 1378 Prob. of Queue -Free State: -------------------------------------------------------- 1.00 1.00 Step 2: LT from Major Street -------------------------------------------------------- WE EB Conflicting Flows: (vph) 16 5 Potential Capacity: (pcph) 1684 1705 Movement Capacity: (pcph) 1684 1705 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 Step 3: TH from Minor Street -------------------------------------------------------- NB SB Conflicting Flows: (vph) 18 24 Potential Capacity: (pcph) 1067 1060 Capacity Adjustment Factor due to Impeding Movements 1.00 1.00 Movement Capacity: (pcph) 1065 1058 Prob. of Queue -Free State: ---------------------------------------------------- 0.99 0.99 Step 4: LT from Minor Street ------------------------------------------------------ NB SB Conflicting Flows: (vph) 22 25 Potential Capacity: (pcph) 1028 1024 Major LT, Minor TH Impedance Factor: 0.99 0.99 Adjusted Impedance Factor: 0.99 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 0.99 Movement Capacity: (pcph) -------------------------------------------------------- 1018 1009 HCS: Unsignalized Intersections Release 2.1e KO97P.HC0 Page 1 1 1 [1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) KIMBALL ROAD (E-W) ORCHARD PLACE Major Street Direction...,. EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... EXISTING CONDITIONS - YEAR 1997 - PM PE AK HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound -L-- T R -L-- T R -L-- T-R--I-L T R ---- ---- ---- ---- ---- No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RVIs W CVIs M. PCEIs ------------ 0 > 1 < 0 N 2 3 12 .95 .95 .95 0 1.10 --------------- 0 > 1 < 0 N 1 4 1 .95 .95 .95 0 1.10 --------------- 0 > 1 < 0 12 10 5 .95 .95 .95 0 1.10 1.10 1.101 --------------- 0 > 1 < 0 3 9 1 .95 .95 .95 0 1.10 1.10 1.10 -------------- ' Adjustment Factors Vehicle Critical Follow-up 1 Maneuver -------------------------------------------------- Gap g (t ) Time (tf) Left Turn Major Road 5.00 2.10 ' Right Turn Minor Road Through Traffic Minor Road 5.50 6.00 2.60 3.30 Left Turn Minor Road 6.50 3.40 1 1 HCS: Unsignalized Intersections Release 2.1e KO97A.HC0 Page 3 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 4 1018 > -------------- ----- --------- NB T 3 1065 > 1167 3.1 0.0 A 3.1 NB R 6 1367 > SB L 1 1020 > SB T 10 1055 > 1073 3.4 0.0 A 3.4 SB R 1 1378 > EB L 1 1707 2.1 0.0 A 0.1 WB L 2 1679 2.1 0.0 A 0.7 Intersection Delay = 1.7 sec/veh HCS: Unsignalized Intersections --- Release 2.1e KO97A.HC0 P ---age-- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street -------------------------------------------------------- NB SE Conflicting Flows: (vph) 11 4 Potential Capacity: (pcph) 1367 1378 Movement Capacity: (pcph) 1367 1378 Prob. of Queue -Free State: , nn , A -------------------------------------------------------- ' Step 2_-LT-from-Major Street WB EB Conflicting Flows: (vph) 19 4 ' Potential Capacity: (pcph) 1679 1707 Movement Capacity: (pcph) 1679 1707 Prob. of Queue -Free State: 1.00 1.00 TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) 1700 1700 1700 1700 Major LT Shared Lane Prob. of Queue -Free State: -----Street ------------------- Step 1.00 -------------SB 1.00 3: TH from Minor ----------------------------------------------------- NB Conflicting Flows: (vph) 18 26 ' Potential Capacity: (pcph) 1067 1057 Capacity Adjustment Factor ' due to Impeding Movements Movement Capacity: (pcph) 1.00 1065 1.00 1055 Prob. of Queue -Free State: -------------------------------------------------------- 1.00 0.99 Step 4: LT from Minor Street --------------------------------------------------- NB SB Conflicting Flows: (vph) 22 22 Potential Capacity: (pcph) Major LT, Minor TH 1028 1028 Impedance Factor: 0.99 1.00 Adjusted Impedance Factor: 0.99 1.00 Capacity Adjustment Factor due to Impeding Movements 0.99 0.99 Movement Capacity: (pcph) 1018 1020 ------------------------------ -------------------------- I 1 HCS: Unsignalized Intersections Release 2.1e K097A.HC0 Page 1 ------------- I I Center For Microcomputers In Transportation __________ University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) KIMBALL ROAD (E-W) ORCHARD PLACE Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... EXISTING CONDITIONS - YEAR 1997 - AM pE AK HOUR Two-way Stop -controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (0 SU/RV's (o) CV's (%) PCE's ------------ Eastbound Westbound Northbound Southbound L T R L T R L T R I L T R --- ---- ---- ---- ---- ---- ---- 0 > 1 < 0 N 1 3 15 .95 .95 .95 0 1.10 0 > 1 < 0 N 2 3 1 .95 .95 .95 0 1.10 --------------- 0 > 1 < 0 4 3 5 .95 .95 .95 0 1.10 1.10 1.10 --------------- Adjustment Factors 0 > 1 < 0 1 9 1 .95 .95 .95 0 1.10 1.10 1.10 -------------- Maneuver Critical Follow-u p -------------------------- -------------- (t ) Gap g Time (tf) Left Turn Major Road -------------------------- 5.00 Right Turn Minor Road 5.50 2.10 Through Traffic Minor Road 6.00 2.60 Left Turn Minor Road 6.50 3.30 3.40 HCS: Unsignalized Intersections Release 2.1e ML97P.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street - ----- NB --- -----------SB Conflicting Flows: (vph) 105 ' Potential Capacity: (pcph) 1225 Movement Capacity: (pcph) 1225 Prob. of Queue -Free State: 0.99 Step-2:-LT-from-Major-Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 108 ' Potential Capacity: (pcph) 1523 Movement Capacity: (pcph) 1523 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0_99 Step 4: LT from Minor Street NB SB ' -------------------------------------------------------- Conflicting Flows: (vph) 272 Potential Capacity: (pcph) 737 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) -------------------------------------------------------- 728 ' 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 2 728 > 1134 3.2 0.0 A 3.2 ' NB R 15 1225 > WB L 17 1523 2.4 0.0 A 0.2 I Intersection Delay = 0.3 sec/veh HCS: Unsignalized Intersections Release 2.1e ML97P.HC0 Page 1 1 I I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) LOUISE LANE (E-W) MULBERRY STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst .................... RR Date of Analysis.......... 1/16/98 Other Information......... EXISTING CONDITIONS - YEAR 1997 - PM PE AK HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (°s) PCE's ------------ 0 1 < 0 N 97 6 .95 .95 0 --------------- 0 > 1 0 N 14 144 .95 .95 0 1.10 ---------------- 0 > 0 < 0 2 13 .95 .95 0 1.10 1.10 --------------- 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 I I 1 I HCS: Unsignalized Intersections Release 2.1e ML97A.HC0 Page 1 I I r 1 1 I 1 I 1 i 1 I 1 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) LOUISE LANE (E-W) MULBERRY STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... EXISTING CONDITIONS - YEAR 1997 - AM PE AK HOUR Two-way Stop -controlled Intersection ------- ------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (%) CV's (o) PCE's ------------ 0 1 < 0 N 179 4 .95 .95 0 --------------- 0 > 1 0 N 9 84 .95 .95 0 1.10 ---------------- 0 > 0 < 0 3 15 .95 .95 0 1.10 1.10 ---------------- Adjustment Factors Vehicle Critical Follow-up Maneuver ------------------------ - - --- (tg) Time (tf) Left Turn Major Road -- --Gap ------------------------- 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 2.1e EK97P.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street ------------------------------------------- NB SB Conflicting Flows: (vph) 154 Potential Capacity: (pcph) 1157 Movement Capacity: (pcph) 1157 Prob. of Queue -Free State: -------------------------------------------------------- 1.00 Step 2: LT from Major Street ------------------------------------------- WE EB Conflicting Flows: (vph) 169 Potential Capacity: (pcph) 1424 Movement Capacity: (pcph) 1424 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 4: LT from Minor Street ---------------------------------------- NB SB Conflicting Flows: (vph) 306 Potential Capacity: (pcph) 0 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) -------------------------------------------------------- 701 Intersection Performance Summary Avg. 951 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Movement (pcph) (pcph) (pcph)(sec/veh) -- ------ ------ Length LOS (veh) Delay (sec/veh) ------- SB L 24 701 > ------- SB R 2 1157 > 723 5.2 0.0 B 5.2 EB L 6 1424 2.5 0.0 A 0.1 Intersection Delay = 0.4 sec/veh HCS: Unsignalized Intersections Release 2.1e EK97P.HC0 Page 1 L I I I I I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------------------------ === Streets: (N-S) KIMBALL ROAD (E-W) ELIZABETH STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... EXISTING CONDITIONS - YEAR 1997 - PM PE AK HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T- R --I-L- T R I-L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI (°s) SU/RV's (%) CVIs (%) PCEIs 0 > 1 0 N 5 140 .95 .95 0 -1.10 --------------- 0 1 < 0 N 131 29 .95 .95 0 0 > 0 < 0 21 2 .95 .95 0 1.10 1.10 ' Adjustment Factors Vehicle Critical Follow-up I Maneuver ---------------------------------------- Gapg (t ) 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 1 I 1 I I I 1 I i n I L HCS: Unsignalized Intersections Release 2.1e EK97A.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 94 Potential Capacity: (pcph) 1241 Movement Capacity: (pcph) 1241 Prob. of Queue -Free State: -------------------------------------------------------- 1.00 Step 2: LT from Major Street WB -------------------------------------------------------- EB Conflicting Flows: (vph) 97 Potential Capacity: (pcph) 1541 Movement Capacity: (pcph) 1541 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 4: LT from Minor Street NB -------------------------------------------------------- SB Conflicting Flows: (vph) 208 Potential Capacity: (pcph) 802 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) ------------------------- 801 - 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 36 801 > ------- -------------- 830 4.6 0.0 A 4.6 SB R 4 1241 > EB L 1 1541 2.3 0.0 A 0.0 Intersection Delay 0.7 sec/veh I HCS: Unsignalized Intersections Release 2.1e EK97A.HC0 Page 1 I I I I Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) KIMBALL ROAD (E-W) ELIZABETH STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 1/16/98 Other Information......... EXISTING CONDITIONS - YEAR 1997 - AM PE AK HOUR Two-way Stop -controlled Intersection ------------------------------------------------------------ Eastbound Westbound Northbound Southbound L T -R- L T R L T -R-- L T R No. Lanes Stop/Yield Volumes PHF Grade MCI M SU/RV's (%) CV's (%) PCE's ------------ 0 > 1 0 N 1 107 .95 .95 0 1.10 -------------- 0 1 < 0 N 86 6 .95 .95 0 ---------------- 0 > 0 < 0 31 4 .95 .95 0 1.10 1.10 --------------- fAdjustment 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 it I I I 1 I I APPENDIX C CRITICAL MOVEMENT ANALYSIS WORKSHEETS I r I 1 I 1 1 1 11 I I I LEVEL OF SERVICE DEFINITIONS FOR STOP -CONTROLLED INTERSECTIONS Source: Transportation Research Board, Highway Capacity Manual, Special Report 109, Third Edition, 1994. 1 I I i 1 APPENDIX B LEVEL OF SERVICE DEFINITIONS 11 r a I TURNING MOVEMENT COUNTS Intersection: MVL,43,p- LP- ( P— LOv I�i� Date: 12- • I to • Tj Day of Week: --,U) Fs�;DACY Weather: NUMBER OF VEHICLES 11 ©-,M_=l__A®=©®-, 1 1 ©,-4 _M- W-=©©=FM n TURNING MOVEMENT COUNTS Intersection: OkAA-C-D &ggl�l-- Date: 1Z • [to •9-1 Day of Week: 'TUV.: itl4i Weather: NUMBER OF VEHICLES ------------- ... „ �s©s00000soo im ON m m" m m w- no M, an= i s� an no owl -90 TURNING MOVEMENT COUNTS Intersection:�.1 Iettvt P�Arl.1� Date: 12 llo a'1 Day of Week: —fl) e-47bAN Weather: NUMBER OF VEHICLES '--;000�000000000 _' MWlAvMlMWAMMMWAWAMM I I I APPENDIX A TRAFFIC COUNT DATA El I i I I I I VII. CONCLUSIONS 1 This study assessed the potential impacts of constructing the River Song Waldorf School, a private ' school serving preschool through 8th grade in Fort Collins, Colorado. As a result of the analysis, the following conclusions were drawn: The potential impacts of the proposed project were evaluated at the following intersections: Elizabeth/Kimball, Mulberry/Louise, Orchard/Kimball, and Orchard/Louise. The traffic impact analyses were performed for existing conditions and the future Year 2000. Future background traffic conditions without the project and total traffic conditions, with completion of the proposed project, were evaluated. Under existing conditions each of the study intersections are currently operating at an acceptable level of service. For Year 2000 background and total traffic conditions, the study intersections are projected to operate at acceptable levels of service. Pedestrian access to the proposed project is below the City's minimum acceptable standards due to gaps in the sidewalk system on both Elizabeth and Mulberry Streets. There are no bicycle facilities available within the immediate study area. The project site is within walking distance of transit stops. The routes which serve the study area currently do not meet the City's goals for the long range future. ' However, it is anticipated that service would be improved to satisfy these goals in the future. I n n I I 23 I ' TRANSIT LEVEL OF SERVICE The current transit level of service is determined based upon the following: 12 to 16 hours of weekday service, 30 minute headways, a travel time factor of 2.5, and a peak load factor of greater than 1.2. Based upon the criteria set forth by the City of Fort Collins, the project site is located within and area defined as the "remainder of the service area". Currently the level of service is below the City's goal. ' It is anticipated that this level of service will be improved in the future with implementation of the City's Transit Development Plan. Future transit level of service should be acceptable. 1 1 1 L I 1 22 TABLE 3 INTERSECTION PEAK HOUR LEVELS OF SERVICE FUTURE TRAFFIC CONDITIONS - YEAR 2000 Peak Hour Level of Service Background Total AM 7PM AM PM Intersection Elizabeth/Kimball (stop -controlled) SB L/R B B C B EBL A A A A Overall A A A A Mulberry/Louise (stop -controlled) NB L/R A A A A WBL A A A A Overall A A A A Kimball/Orchard (stop -controlled) NB L/T/R A A B A SB L/T/R A A A A EBL A A A A WBL A A A A Overall A A A A Orchard/Louise (stop -controlled) NB T/R A A SB L/T B A WBL A A Overall A A 21 ' VII. TRAFFIC IMPACT ANALYSIS The previous chapter described the development of future traffic forecasts both with and without the ' proposed project. Intersection capacity analyses are conducted in this chapter for both scenarios to assess the potential impact of the proposed project -generated traffic on the local street system. This chapter will also assess the pedestrian, bicycle, and transit level of service. ' TRAFFIC ANALYSIS - YEAR 2000 ' The peak hour background and total traffic volumes for Year 2000, illustrated on Figures 4 and 7 respectively, were analyzed to determine the intersection delay and corresponding level of service. Table 3 summarizes these results for Year 2000 background and total traffic conditions. ' As indicated in Table 3, each of the study intersections are projected to operate at an acceptable level of service under future traffic conditions for Year 2000. ' PEDESTRIAN LEVEL OF SERVICE The pedestrian activity associated with the proposed school would be related to students, staff, and faculty whom live close enough to walk. It should be noted that although the proposed project is a school, because it is a private school, it is anticipated that the only students which would walk, would ' come from the adjacent neighborhoods. The existing neighborhood directly adjacent to the site has pedestrian facilities although the sidewalks are very narrow (from 2.5 to 3 feet in width). As the neighborhoods to the south of Elizabeth Street, and west of the project site develop, it is anticipated that sidewalk connections would be provided. However, students would most likely still encounter ' gaps along Elizabeth and Mulberry Streets. The pedestrian LOS Worksheet is provided in Appendix D. The minimum level of service for schools ' and transit corridors is B for each category with the exception of Visual Interest & Amenities which minimum is LOS C. As indicated in the pedestrian LOS worksheet, the minimum acceptable level of service will not be achieved for several of the categories. This is due primarily to missing links in the ' pedestrian network on both Elizabeth and Mulberry Streets. BICYCLE LEVEL OF SERVICE ' There are no bicycle facilities on the local streets or on Elizabeth and Mulberry Streets within the study area. The connections to adjacent residential areas within the study area and within Mulberry Street to the north and Elizabeth Street to the south are acceptable. Connections to residential areas outside of this area would be unacceptable due to the lack of bicycle facilities on Elizabeth Street and Mulberry Street. The bicycle LOS Worksheet is provided in Appendix D. I 1 20 ' 3 c 0 0 m m ■ � N f 105/175 A -- 35 20 20 -- r '10 � \ N N M W J W 5 O J MULBERRY STREET u-) C v* o �o� �5/5 uU) -15/25 L LO 4-10/5 ORCHARD f-90/10 it + 5/5 PLACE � 5/5 U-) to 10 5 -� In M 8570 rn �5 AM/PM Rounded to the Nearest 5 Vehicles. 0 J J m Y LO TO 140/2 15/5 240/225 -+- TOTAL TRAFFIC - YEAR 2000 Figure 7 V. FUTURE TOTAL TRAFFIC PROJECTIONS The future total traffic projections reflect future traffic conditions with traffic from the proposed River Song Waldorf School project. The future total traffic projections were developed for Year 2000. TOTAL TRAFFIC YEAR 2000 The total traffic for Year 2000 was developed by: adding traffic from the proposed project to the background traffic for Year 2000. The resulting peak hour total traffic projections for Year 2000 are shown on Figure 7. 18 13/2 r- 26/3 MULBERRY STREET Z� N N Of l_ r-91/11 6/1 ` 6/1 73/13 po rl Lo ro �Slte� LC/�'11J a J J a m Y N ELIZABETH STREET 72/8 13/2 --� AM/PM ORCHARD PLACE SITE -GENERATED TRAFFIC Figure 6 E 0 0 s m MULBERRY STREET 2► N TRIP DISTRIBUTION Figure 5 1 I LJ 1 1 TRIP DISTRIBUTION The overall directional distribution of the site -generated traffic was determined based on the location of the site within the City of Fort Collins. The trip distribution used in the traffic analysis is illustrated on Figure 5. TRAFFIC ASSIGNMENT Traffic assignment is how the generated and distributed trips are expected to be loaded on the roadway network. The site -generated trip assignments are shown on Figure 6. 15 1 I I 1 I r I I I I TABLE 2 TRIP GENERATION RATES Land Use Daily Trips/Std AM Peak Hour PM Peak Hour In Out Trips/ Stdnt In Out Trips/ Stdnt Students 2 50% 50% 1 43% 57% 0.14 Staff/Faculty 2 100% 0% 0.60 1 25% 75% 0.16 TABLE 3 ESTIMATED TRIP GENERATION Land Use Units ADT AM Peak Hour PM Peak Hour In Out Tot In Out Tot Waldorf School 225 Students 400 112 112 224 14 18 32 Waldorf School 25 Fclty/Staf 50 15 0 15 1 3 4 TOTAL 1 450 127 112 239 15 21 36 14 I ' IV. PROJECT TRAFFIC PROJECTIONS Development of traffic projections for the proposed River Song Waldorf School involved the following steps: estimation of trip generation, development of a trip distribution, and assignment of traffic onto the roadway system. ' PROJECT DESCRIPTION The River Song Waldorf School is a proposed private school to be located south of Orchard Place at ' Louise Lane. This school will take several years to reach its design for 225 students from preschool through 8th grade. The school would also have 25 faculty and staff members at full build -out. The school would operate from 8:30 AM to 3:00 PM for the primary grades (1st through 8th). The preschool and kindergarten classes would be held between 8:30 AM to 12:30 PM. The school will have aftercare for students until 6:00 PM. ' TRIP GENERATION The trip generation estimates for the proposed school were developed based upon trip generation surveys at the existing River Song Waldorf School. These surveys were performed in 1997 and 1998. In performing the surveys the number of vehicles entering and exiting the school were documented during the morning peak hour 7:45 to 8:45 AM and during the evening peak hour of traffic from 4:30 to 5:30 PM. The resulting trip generation rates from the study are provided in Table 2. It should be noted that the morning peak hour was modified from the standard 7:30 to 8:30 AM because the school starts at 8:30 AM. In order to account for more of the school traffic the count was performed from 7:45 to 8:45 which accounted for the peak school activity. These rates were applied to the proposed school in order to estimate the AM and PM peak hour vehicle trips for the new site. A vehicle trip is defined as a one-way vehicle movement from a point of origin to a point of destination. The daily trips were estimated based upon the peak hour data and discussions with school representatives. ' Table 3 provides the projected daily, AM and PM peak hour traffic volumes generated by the proposed project. As indicated in Table 3, it is anticipated that at full build -out the school will generate approximately 500 daily trips, 239 morning peak hour, and 36 evening peak hour trips. 1 I 1 13 -105/175 —In �, 5/5 240/225 AM/PM Rounded to the Nearest 5 Vehicles. BACKGROUND TRAFFIC - YEAR 2000 Figure 4 III. FUTURE BACKGROUND TRAFFIC PROJECTIONS In order to properly evaluate the potential impact of the proposed River Song Waldorf School on the local traffic conditions, future traffic volumes were first estimated for the study area without the project. These future forecasts reflect the growth that is expected from overall development in the study area and the City of Fort Collins and from proposed projects within the vicinity of the project site. ' BACKGROUND TRAFFIC YEAR 2000 The growth reflected in Year 2000 Background Traffic is based on two factors: citywide growth and development, and traffic generated by specific projects located near the study area. ICitywide Traffic Growth Based upon recent historical traffic data, it was determined that traffic within the study area has increased at a rate of approximately 1 .5 percent per year. Assuming a completion date in 2000, the 1997 existing traffic volumes were adjusted upward by 5 percent to reflect this citywide growth. ' Traffic From Nearby Projects ' City of Fort Collins staff provided a list of the projects near the study area which could be completed within the short term. A description of each of these projects is provided below. The Scenic.Views residential project located west of the proposed school. Full build -out of this, ' project was assumed for the short range. This development would include 300 dwelling units of various residential uses and a day care facility. Traffic projections for this project were obtained from its' traffic impact study. However, they were modified to account for no vehicular access from Scenic Views onto Orchard Place. The Lory Ann Estates is a residential project located south of Elizabeth Street and east of Overland. Some of this project has been completed. It was assumed that the full build -out of this project would include 30 duplex units. The Ponds is a proposed residential project located west of Overland Trail at Prospect Road. It was assumed that the first phase of this project would be completed in the short range and would include 84 single family homes. ' Sienna is a proposed residential project located south of Elizabeth Street at Rocky Road. This project would include 116 single family homes. ' The West Plum PUD is a small residential project located off of Plum Street, east of Rocky Road. This project would include 16 single family homes. The trip generation for these projects was developed based upon the trip generation rates in the Institute of Transportation Engineers in their report entitled Trip Generation, 5th edition, 1991. The 1 10 1 I TRANSIT SERVICE Transfort currently serves the study area with Routes 2 and 3. Route 2 provides service from Overland ' and Sumac to Elizabeth, into the CSU Transit Center and returns to Overland on Prospect. This route operates in a clockwise circular route. In the eastbound direction there is a stop on Elizabeth Street at Rocky Road. Route 3 provides service in essentially the opposite direction from Route 2, this one- way service starts from Overland at Elizabeth to Prospect, into the CSU Transit Center and returns to Overland/Elizabeth. Route 3 only operates while CSU is in session Monday through Friday. In the westbound direction there is a stop at Kimball and Elizabeth. Both of these routes operate with 30 minute headways. 1 1 1 I i i 1 1 1 0 i r I I I I I TABLE 1 INTERSECTION PEAK HOUR LEVELS OF SERVICE EXISTING TRAFFIC CONDITIONS Peak Hour Level of Service AM PM Intersection Elizabeth/Kimball (stop -controlled) SB L/R A B EB L A A Overall A A Mulberry/Louise (stop -controlled) NB L/R A A WBL A A Overall A A Kimball/Orchard (stop -controlled) A A NB L/T/R A A SB L/T/R A A EB L A A WB L Overall A A L-3 r f 84/144 j- 9 14 MULBERRY STREET IJ 107/1'40 - AM/PM N EXISTING PEAK HOUR TRAFFIC Figure 3 EXISTING INTERSECTION PEAK HOUR TRAFFIC VOLUMES Weekday morning and evening peak hour traffic counts were conducted at the following locations: ' Elizabeth/Kimball, Mulberry/Louise, and Kimball/Orchard during December 1997. The existing peak hour traffic volumes are depicted in Figure 3. The traffic count data sheets are provided in Appendix A. INTERSECTION LEVEL OF SERVICE METHODOLOGY Level of service (LOS) is a qualitative measure used to describe the conditions of traffic flow, ranging from excellent conditions at LOS A to overloaded conditions at LOS F. Level of service definitions are provided in Appendix B. The City of Fort Collins standard for minimum acceptable Level of Service depends on the roadway classification and the land use. For this study, intersections along arterial streets should maintain a LOS D. The intersections within the residential areas should maintain a LOS C. The Unsignalized Intersection Analysis techniques, as published in the Highway Capacity Manua/ by the Transportation Research Board in 1994, were used to analyze the study intersections for each of the traffic scenarios. The capacity worksheets are provided in Appendix C. These techniques allow for the determination of the intersection level of service based on congestion and delay of each traffic movement. EXISTING PEAK HOUR LEVELS OF SERVICE Table 1 summarizes the existing weekday morning and evening peak hour level of service at the study intersections. Under actual, existing conditions, the study intersections are operating at acceptable levels of service during the peak hours. IPEDESTRIAN FACILITIES I The availability of pedestrian facilities is provided within the description of each of the roadways. Overall there are pedestrian facilities within the adjacent neighborhood, however, the sidewalks are narrow (2.5 to 3 feet in width). There are some pedestrian facilities adjacent to Elizabeth Street however, the system is not complete. There are no pedestrian facilities adjacent to Mulberry Street near Louise Lane. BICYCLE FACILITIES There are no striped bicycle facilities within the residential streets adjacent to the project site. There are currently no bicycle facilities on either Elizabeth or Mulberry Streets within the study area. However, on both of these roadways, there are bicycle lanes to the east of the study area. 0 u II. EXISTING CONDITIONS A comprehensive data collection effort was undertaken to develop a detailed description of the existing conditions within and near the project site. The assessment of conditions relevant to this study include land use, streets, traffic volumes, operating conditions on the street system, pedestrian system, bicycle network, and transit service. EXISTING STREET SYSTEM The following roadways would provide connections to the proposed project: Elizabeth Street, Mulberry r Street, Kimball Road, Louise Lane, and Orchard Place. Each of these roadways is described below. ' Elizabeth Street is a two-lane, east/west roadway. Within the study area, Elizabeth varies in roadway width from a two lane roadway to a three lane roadway west of Kimball Road. The three lane section accommodates two travel lanes, one in each direction, and a center left -turn lane. The speed limit is posted at 30 mph. The presence of sidewalks adjacent to Elizabeth varies. West of Kimball there are no sidewalks on either side of the roadway up to Tierra Lane. West of Tierra Lane there are sidewalks on the south side only. East of Kimball there are sidewalks on the north side to Rocky Road and then east of Rocky road there are no sidewalks on the north side. There is a development occurring on the south side of Elizabeth which will build sidewalks adjacent to Elizabeth Street east of Kimball. There are no bike lanes or designated routes within the study area. East of Ponderosa Drive there are bike lanes on both sides of Elizabeth Street. The intersection of Elizabeth Street and Kimball Road is stop - controlled for Kimball. Mulberry Street is a east/west two lane roadway near Louise Lane. To the east of Louise Lane, Mulberry Street is widened to a four lane roadway with sidewalks and bike lanes on both sides of the rroadway. Near Louise Lane there are no sidewalks or bicycle facilities. The speed limit is posted at 30 mph. The intersection of Louise Lane at Mulberry Street is stop -controlled for Louise Kimball Road is a two-lane north/south local residential street. There are narrow sidewalks of approximately 3 feet in width south of Orchard. Parking is allowed on both sides of the street. The speed limit is posted at 25 mph. The intersection of Kimball Road at Orchard Place is stop -controlled for Kimball. North of Orchard Place, Kimball curves to the west and is striped with a center line double yellow and a 15 mph curve warning sign. Louise Lane is a two-lane north/south local residential street. There is a narrow sidewalk on both sides of the street (approximately 2.5 feet wide). Parking is allowed on both sides of the street. The intersection of Louise Lane and Orchard Place is not currently controlled with traffic control devices. This intersection is essentially a two legged intersection with a north leg and an east leg because �. Orchard Place only exists for a very short section to the west of Louise Lane. Orchard Place is a two-lane east/west residential street. As mentioned above it currently ends just to the west of Louise Lane. East of the study area, Orchard place ends at Ponderosa Drive where the only connections further to the east are for pedestrians and bicyclists. There are currently no posted speed limit signs on Orchard Place. There are narrow sidewalks on both sides of Orchard Place. 5 I 0 The City of Fort Collins identified the following intersections to be analyzed for the traffic scenarios: I� i I S I I 1. Elizabeth Street and Kimball Road 2. Mulberry Street and Louise Lane 3. Kimball Road and Orchard Place 4. Orchard Place and Louise Lane ORGANIZATION OF REPORT The remainder of this report is divided into six parts. Chapter II presents and analysis of the existing street system, traffic conditions for each of the study intersections, assessment of the existing pedestrian and bicycle system, and transit service. Forecasts of future background traffic for Year 2000 are provided in Chapter III. Traffic projections for the proposed project are discussed in Chapter IV. Chapter V presents the total traffic projections for Year 2000. The future intersection operating conditions, pedestrian system, bicycle network, and transit service are presented in Chapter VI. The conclusions of the transportation impact study are provided in Chapter VII. 4 O O Of EMS&V Waft Alm Vdw ,-PWOwd 51md pammf aysfrq Fie midalf 5w 5tred 6� 5whm x0o EAistT TC430we Pedmtd dDIS Wl I I I I ............. .. * .......... EAbbhg 6id Of Pavwnd OUNMRAOF �C� wre pi!� To li klemVed l+S" Ed3&q Eoo ot . . .............. .. . ...... ...... . .. ......... . ..... ...... .. . d, m7vad qq 224 w 2wxin .... .... .. . -b�shh; Fa. Rarm Prqvwd 6 11 �S F� :777777777777777 BLW3 Laxbc*e VIDG4 Roajdad A v a, rRis Aw A!krwv 14 (-ve 6ro& away P, ExNV Pbnd be axb%d &a*)g w amV� Pkn SITE PLAN Figure 2 r 1 1 i I r /N1 VINE DRIVE HIM Project Site MEN MEN rd Ilu-� 1 "=2000' 1 SITE LOCATION Figure 1 1 rI. INTRODUCTION r This report documents the findings of a traffic study conducted to evaluate the potential transportation impacts and circulation needs of the proposed River Song Waldorf School in Fort Collins, Colorado. PROJECT DESCRIPTION The River Song Waldorf School is a proposed private school to be located south of Orchard Place at Louise Lane. The site location is shown on Figure 1. This school will take several years to reach its design for 225 students from preschool through 8th grade. A detailed site plan is provided on Figure 2. Access to the site would be from Orchard Place at Louise Lane. For purposes of the transportation study it is was assumed that the school would be at 225 students by the Year 2000. However, it is recognized that this is a very aggressive schedule and most likely the school will not achieve its full build -out until several years after Year 2000. rSTUDY SCOPE The scope for this study was developed in conjunction with the City of Fort Collins traffic engineering and planning staff. The base assumptions, technical methodologies and geographic coverage of the study were all identified as part of the study approach. The study is directed at the analysis of potential project -generated traffic impacts along the existing and future street system. As directed by the above mentioned City departments, the following traffic scenarios are analyzed in the study: Existing Conditions - The analysis of existing traffic conditions is intended to provide a basis for the remainder of the study. The existing conditions analysis includes an assessment of traffic volumes and operating conditions at the study intersections, determination of the existing pedestrian and bicycle facilities, and levels of existing r, transit service. Background Traffic - Year 2000 - Future traffic conditions will be projected for Year 2000. The objective of this phase of the analysis is to project future traffic growth and operating conditions which could be expected to result from regional growth and from related projects in the vicinity of the project site. Project Generated Traffic - The traffic generated by the proposed project will be determined. Total Traffic - Year 2000 - This is an analysis of future traffic conditions with traffic expected to be generated by the proposed project added to the Background Traffic forecasts. The impacts of the proposed project on future traffic operating conditions ' can then be identified. The pedestrian, bicycle, and transit network will also be evaluated. 1 I RIVER SONG WALDORF SCHOOL Fort Collins, Colorado Traffic Impact Study February, 1998 Prepared for: RIVER SONG WALDORF SCHOOL P. 0. Box 8055 Fort Collins, Colorado 80526 Prepared by: RUTH ROLLINS, P.E. 430 East Elizabeth Street Fort Collins, Colorado 80524 (970) 416-0410 Ref:9802 I River Song Waldorf School Fort Collins, Colorado Traffic Impact Study Ruth Rollins, P.E.