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Home My WebLink AboutHAMPSHIRE POND EAST PUD PRELIMINARY AND FINAL - 44 93C - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYCenter For Microcomouters in Transportation Center For HCS: Unsionalized Intersection Microcomputers Release In Transportation 2.1 Pape 1 HCS: Unsianalized Intersection Release 2.1 Paae "L #MMMXM#MXM#####XY:.KMMXMMX##X###Y:XMXMMXXMXX M.#M#MX#XM#XMXMXXMXX.KXXM: XXXXMMXXX.RR%XMM#XXXXMX#YXMXtMXXXMMXMYXMMXXX<XMXXX#Y:X X#K.KX Y.X##Y.MY. File Name ................ Streets: (N-S) hampshire (E-W) drake Major Street Direction.... EW WorkSheet for TWSC Intersection Length of Time Analyzed... 60 (min) NB SB Analyst................... mjd Step 1: RT from Minor Street Date of Analysis.......... 8/15/95 -------------------------------------------- 203 388 Other Information......... am pm short long Conflicting Flows: (vph) 1093 601 Potential Capacity: (pcph) Two-way Stop -controlled Intersection Movement Capacity: (pcph) 1093 881 -----------------------------------------------------------------------= ------------------------------------------ Prob. of Oueue-free State: 0.96 0.93 Eastbound Westbound Northbound SOUthbound --------------------------------_____________________ EB L T k; L T R; L T R; L T R Step 2: LT from Major Street ____ WB _- _--_- -_ i---- ____ ---- No. Lanes 1 2< i---- ____---- 0; 1 2< i---- ____ 0; 0> 1 ____ 1; ---- _--- 0> _--_ 1 -------------------------------------------------------- 1 Conflicting Flows: (vph) 406 775 Stop/Yield N; N; Potential Capacity: (pcph) 1038 658 Volumes 20 396 10; 35 660 115; 10 5 20; 55 5 50 Movement Capacity: (pcph) 1038 658 PHF .9 .9 .9; .9 .9 .9; .9 _9 .9; .9 .9 .9 Prob. of Queue -free State: 0.96 0.96 Grade 0 MC's (%) 0 0 1 0 0; 0 0 0 0; 0 . 0 I 01 0 0 0 ------------------------------------------- 0 Step 3: TH from Minor Street ---------- SU/RV's 0 0 CV's (%) 0 0 0; 0 0 0; 0 0 0; 0 0 0; 0 0 0; 0; 0 0 0 0 0 ---- "---'-'------'----'---- 0 Conflicting Flows: (vph) _NB-_-___--_-_SB 1231 1178 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 Potential Capacity: (pcph) 208 223 ________________________________________________________________________ Capacity Adjustment Factor due to Impeding Movements 0.92 0.92 Movement Capacity: (pcph) 192 206 Prob. of Queue -free State: 0.96 0.97 Adjustment Factors -------------------------------------------------------- SB Step 4: LT from Minor Street NB Vehicle Critical Follow-up ------------------------------------------------- Maneuver Gap (tg) Time (tf) Conflicting Flows: (vph) 1119 1171 ------------------------------------------------------------------ Potential Capacity: (pcph) 204 189 Left Turn Major Road 5.50 .2.10 Major LT, Minor TH Right Turn Minor Road 5.50 2.60 Impedance Factor: 0.89 0.89 Through Traffic Minor Road 6.50 3.30 Adjusted Impedance Factor: 0.92 0.92 Left Turn Minor Road 7.00 3.40 1 Capacity Adjustment Factor due to Impeding Movements 0.85 0.90 Movement Capacity: (pcph) ________________________________________________________ 174 169 i Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App ------- i ------- ------ ----- ------ NS L 12 174 > 180 ----------- > 22.4 ------ > D NB T 7 192 > > > 12.6 NB R 24 1093 3.4 A SB L 67 169 > 172 > 36.5 > E SB T 7 206 > > > 23.6 F Sep R 62 881 4.4 A EB L 24 658 5.7 B 0.3 j WB L 43 1038 3.6 A 0.2 ` Intersection Delay = i I 2.4 J Center For Microcomputers In Transportation Centter For HCS: Unsignal>zeo Intersec€ion Mi rocomputern Kelease Iri Transportation _ r'age 1 HCS: Unsignalized Intersection Release 2.1 - Page ' ` XiXXX##XXXXi##tXXX#XXXXXXX#L.X##XX#XX#XXXXXXXXXXXX#Xr'..X �.1 X:t##K:K#### %k##R##XXXXXXX#X<#RX#X..Y:XXXY:XY:K tXXX#XXXXXX##X#YX.X X##XM'##XXXX#X X:I.X) File Name ................ Streets: (N-S) hampshire (E-W) drake I -Sheet for Intersection Major Street Direction.... EW Length of Time Analvzed... 60 (min) ---'--------------'----------------------------boob-- Step 1: RT from Minor Street NS SB Analyst ................... mid Date of Analysis ...... .... Other Information......... 8/15/95 am pm short long j Conflictina Flows: (vph) Potential Capacity: (pcph) 296 980 133 1186 Two-wayStop-controlled p-controlled Intersection Movement Capacity: (pcph) 980 1186 boob ------bound------ -undo----------- Prob, of Oueue-free State: 0.96 0.98 Eastbound Westbound Northbound 1 Southbound ---------- _--------------------------------------------- Step 2: LT from Major Street WB EB L T R; L T ki L T Ri L i R -------------------------------------------------------- No. Lanes 1 2< 0; 1 2< 0; 0> I 1', 0> 1 1 Conflicting Flows: (vph) 593 266 Stop/Yield N; N; Potential Capacity: (pcph) 824 1234 Volumes 35 586 5; 15 216 50; 10 5 30: 95 5 15 Movement Capacity: (pcph) 824 1234 PHF .9 .9 .9p .9 .9 _9; .9 .9 .9; .9 9 .9 Prob. of Oueue-free State: 0.98 0.97 GradMC'se(%) 0 0 01 0 0 0; 0 0 0,' 0 0 0 Step 3: TH from Minor Street NB SB SU/RV's (%)i 0 0 0i 0 0 Oi 0 0 0: 0 0 0 CV's (%) 0 0 0: 0 0 0: 0 0 0i 0 0 0 j Conflicting Flows: (vph) 906 884 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 Potential Capacity: (pcph) 3222 332 _______________________________________________________________________ Capacity Adjustment Factor due to Impeding Movements 0.94 0.94 Movement Capacity: (pcph) 304 313 Prob. of Queue -free State: 0.98 0.98 AdjustmentFactors -------------------------------------------------------- Step 4: LT from Minor Street NB SB Vehicle Critical Follow-up -------------------------------------------------------- Maneuver Gap (tg) Time (tf) Conflicting Flows: (vph) 860 881 __________________________________________________________________ Potential Capacity: (pcph) 299 289 Left Turn Major- Road 5.50 .2.10 Major LT, Minor TH Right Turn Minor Road 5.50 2.60 Impedance Factor: 0.92 0.92 Through Traffic Minor- Road 6.50 3.30 Adjusted Impedance Factor: 0.94 0.94 Left Turn Minor Road 7.00 3.40 Capacity Adjustment Factor due to Impeding Movements 0.93 0.91 Movement Capacity: (pcph) - - ------------------- --------------------------------- 277 262 Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) ------- ----- ------ ------ Delay LOS By App NB L 12 277 > 286 ------------ > 13.5 ------ > -------- C NB T 7 304 > > > 7-6 NB R 36 980 3.8 A SB L 117 262 > 264 > 25.6 > D SB T 7 313 > > > 23.1 SB R 19 1186 3.1 A EB L 43 1234 3.0 A 0.2 WB L 19 624 4.5 A 0.2 Intersection Delay = 3.0 APPENDIX D Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release Z.1 Page 1 XYXXXXXXXXXXXXXXX/.......*....................... .XXXXX....... *1 File Name ................ Streets: (N-S) hampshire (E-W) drake Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 8/15/95 Other Information......... am prti sha-t long Two-way Stop -controlled intersection Eastbound Westbound Northbound Southbound L T R; L T R; L T R; L T k ---- ---- ---- I ---- ---- ----I---- ---- ---- I ---_ ---- ---- No. Lanes 1 2< 0; 1 2< 0; 0> 1 1 0> 1 1 Stop/Yield N; W Volumes 20 315 10; 35 528 115; 10 5 20: 55 5 50 PHF .9 .9 .9; .9 .8 .9; .9 9 .9; .9 .9 .9 Grade 0 0 0 0 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 0I 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 Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minot- Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Paae 2 XYX... R.*......XXXXX.....*...... XXXX...... XX XXXXX XXXL.....YXZ.F XXXXI WorkSheet for TWSC Intersection -------------------------------------------------------- Step is RT from Minor Street NB SB Conflicting Flows: (vph) 162 322 Potential Capacity: (pcph) 1146 951 Movement Capacity: (pcph) 1146 951 Prob. of Queue -free State: 0.98 0.93 -------------------------------------------------------- Step 2: LT from Major- Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 325 643 Potential Capacity: (pcph) 1147 774 Movement Capacity: (pcph) 1147 774 Prob. of Queue -free State: -------------------------- 960_97 -----------0_ Step 3: TH from Minor Street -------------------------------------------------------- --------- NB SB Conflicting Flows: (vph) 1018 966 Potential Capacity: (pcph) 277 297 Capacity Adjustment Factor due to Impeding Movements 0.93 0.93 Movement Capacity: (pcph) 258 277 Prob. of Queue -free State: -------------------------------------------------------- 0.97 0.97 Step 4: LT from Minor Street -------------------------------------------------------- NB S8 Conflicting Flows: (vph) 905 958 Potential Capacity: (pcph) 279 258 Major LT, Minor TH Impedance Factor: 0.91 0.91 Adjusted Impedance Factor: 0.93 0.93 Capacity Adjustment Factor due to Impeding Movements 0.87 0.91 Movement Capacity: (pcph) -------------------------------------------------------- 243 235 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay y Movement -------- v -(pcph) CM(pcph) ------ ----pcph) ----'- Delay By NB L 12 243 > 248 ---------'-- > 15.7 -LOS-- ------ > C -App --------- -- NB T 7 258 > > > 9 3 NB R 24 1146 3.2 A SB L 67 235 > 238 > 21.9 > D SB SB T R 7 62 277 > 951 14.7 4.0 A ES L 24 774 4.8 A 0.3 WB L 43 1147 3 3 A 0 2 Intersection Delay = 1.8 Center For Microcomputers In Transportation Center For Microcomputers In Transportation HCS: Unsiqnalized Intersection Release 2.1 Page.l HCS: Unsignalized Intersection Release 2.1 Page 2 WY:KXX.XXWX%X.W.W.Y.XXW:XW:W.W YXWXW%XYXt2WWXXXXX:K W.W M'XWWWYXXXI W. XW.'XYZXXW1Xk' XX.tW.W:W.)KX..Y:ztYXZFXRW:Z1:XtW:R XXX.FY.LZ.KXY-<XXRXR<\:-KW.T.'Y. Y: t'K XYWYW.'K'Y. W.X )KW W.KXY File Name ................ Streets: (N-S) hamshire (E-W) drake Major Street Direction.... EW WorkSheet for- TWSC Intersection Length of Time Analyzed... 60 (min) --------------------------------------------- Analyst ................... mjd Step 1: RT from Minor Street NB SB Dateof Anal vsis.......... 8/15/95 ________________________________________________________ Other Information......... am m hort ps long Conflicting Flows: (vph) 240 112 Potential Capacity: (pcph) 1046 1215 Two-wayStop-controlled Intersection Movement Capacity: (pcph) 1046 1215 Prob. of State: 0.98 ' Eastbound Westbound Northbound Southbound ------free --- ---- L T R; L T R; L T R; L T R Step 2: LT from Major Street WB EB No. Lanes 1 2< 0; 1 2< 0; 0> 1 1; 0> 1 1 Conflicting Flows: (vph) 479 224 Stop/Yield N; N; Potential Capacity: (pcph) 948 1300 Volumes 35 474 5; 15 174 50: 10 5 30: 95 5 15 Movement Capacity: (pcph) 946 1300 PHF .9 .9 .9; .9 .9 .9; .9 .9 .9; .9 .9 .9 Prob. of Oueue-free State: 0.98 0.97 Grade 0 0 0 0 MC's (%) 0 0 01 0 0 0; 0 0 0; 0 0 0 ________________________________________________________ Step 3: TH from Minor Street NB SB SU/RV's (%); 0 0 0; 0 0 0; 0 0 0; 0 0 0 CV's (%) 0 0 PCE's i 1.1 1.1 0; 0 0 1.11 1.1 1.1 0I 0 0 1.1: 1.1 1.1 01 1.1; 0 1.1 1.1 0 1.1 0 ________________________________________________________ Conflicting Flows: (vph) 750 726 --------------------------------------------------------- ---- ----- Potential Capacity: (pcph) 397 409 Capacity Adjustment Factor - due to Impeding Movements 0.95 0.95 Movement Capacity: (pcph) 376 388 Adjustment Factors Prob. of Oueue-free State: ---------------------------------------------------- 0.98 0.98 Vehicle Critical Follow-up Step 4: LT from Minor Street NB SB Maneuver Gap (t9) Time (tf) ------------'----------------------------------------- Conflicting Flows: (vph) 704 725 __________________________________________________________________ Left Turn Major Road 5.50 2.10 Potential Capacity: (pcph) 376 364 Right Turn Minor Road 5.50 2.60 Major LT, Minor TH Through Traffic Mina- Road 6.50 3.30 Impedance Factor: 0.93 0.93 Left Turn Minor Road 7.00 3.40 Adjusted Impedance Factor: 0.95 0.95 Capacity Adjustment Factor due to Impeding Movements 0.93 0.91 Movement Capacity: (pcph) -------------------------------------------------------- 350 333 Intersection Performance Summary i FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App ________ ______ ______ ______ NB L 12 350 > 359 ------------ > 10.6 ------ > --------- C NB T 7 376 > > > 6.3 NB R 36 1046 3.6 A SB L 117 333 > 336 > 16.9 > C SB T 7 388 > > > 15.4 SB R 19 1215 3.0 A i EB L 43 1300 2.9 A 0.2 WB L 19 948 3.9 A 0.2 Intersection Delay = 2.4 APPENDIX C Center For Microcomputers In Transportation HCS: Unsionalized Intersection Release 2.1 Page 1 Y%ZZ�.ZZxxZZZZZxZZZxZZxxZZZZZxxZZZZxxxxZxxZZZxZZZxxxZZZZZZZZtx Y.ZZ File Name ................ Streets: (N-S) hampshire (E-W) drake Major Street Direction.... EW Lenath of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 8/15/95 Other- Information......... am pr 1993 Two-way Stop -controlled Intersection Eastbound I Westbound ' Northbound ; Southbound L T R; L T R; L T R; L T k --- ---- ---- I ---- ---- --- -- ---- ---- I ---- ---- ---- No. Lanes 1 1 0; 0 1 1, 0 0 0; 1 0 1 Stop/Yield N; N; Volumes 19 457 763 1081 51 45 PHF .9 .9 i .9 .9; 1 _9 .9 Grade 0 0 0 i 0 MC's (%) 0 0 0 00 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 `_,.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsionalized Intersection Release 2.1 Paae 2 xxx x.x xxxxxxxxx x.x xxxxzxxxxxxxxxx x.x xxxxxxxxxxxxxxxxxx x.rxxxx:xxxxxx x. WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB -------- SB -- --- ------ ----------------------------- Conflicting Flows: (vph) 763 Potential Capacity: (pcph) 569 Movement Capacity: (pcph) 569 Prob. of Queue -free State: 0.90 ------------------------------------------------------- Step 2: LT from Major- Street WB ------------------------------ EB ------------------------ Conflicting Flows: (vph) 871 Potential Capacity: (pcph) 659 Movement Capacity: (pcph) 659 Prob. of Queue -free State: 0.97 -------------------------------------------------------- Step 4: LT from Minor Street NS S8 -------------------------------------------------------- Conflicting Flows: (vph) 1293 Potential Capacity: (pcph) 189 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) -------------------------------------------------------- 182 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 ZZ ZZZZZZZZZZZZZZZZZZZZZZtZZZZZZZZZZZZZZZZZZZZZZZZZZZZZZZZZ%ZZZZZ Page 3 Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App ' SB L 63 182 30.2 E j 19.3 SB R 55 569 '.0 B EB L 23 659 5.7 B 0.2 Intersection Delay = 1.4 Center- For Microcomputers In Transportation HCS: Unsionalized Intersection Release 2.1 Page 1 YYY X ZYYYZ Y Y Y % W.Y YYYYYY tYY Y f.%1Y. Y YIKY ZIKY Y.>YY Y'i %Y t ]KX t Y'KYY YY Y'I( %'A(%'I: Y'Y %Y. File Name ............ Streets: (N-S) hampshire (E-W) drake Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 5 15/95 Other Information......... am pm 1993 Two-way Stop -controlled Intersection Eastbound Westbound Northbound I Sou thb ound , L T R; L T R; L T R; L T R No. Lanes 1 1 0; 0 1 1; 0 0 0; 1 0 1 Stop/Yield N; N Volumes 30 692 247 47; 1 89 11 PHF .9 .9 .9 .9; .9 .9 Grade 0 i 0 0 0 MC's (%) 0 0 ; 0 0; 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: Unsionalized Intersection Release 2.1 Page 2 XtYYYMYY.XYY#RY...XXYYY.Y1[<K:KYK YYY YY YYYYYK.Y ZZYZYYZYZY YY..... M2YY t<'4 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 247 Potential Capacity: (pcph) 1038 Movement Capacity: (pcph) 1038 Prob. of Queue -free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB ________________________________________________________ Conflicting Flows: (vph) 294 Potential Capacity: (pcph) 1242 Movement Capacity: (pcph) 1242 Prob. of Queue -free State: 0.97 -------------------------------------------------------- Step 4: LT from Minor Street -NB-----------SB ----------------- - --------------__---- Conflicting Flows: (vph) 992 Potential Capacity: (pcph) 282 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) -------------------------------------------------------- 274 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Y>"L YYl[F YYYY YYYt......iRYYZZYYYYYYYYICYYYt'KY....%Z Y'YYZYYY.....***Y%YY Intersection Performance Summary Flowkate MoveCap SharedCap Avg.Total Delay Movement ________ v(pcph) ______ Cm(pcph) Csh(pcph) ______ ______ Delay ------------ LOS By App ------ --------- SB L 109 274 21.7 0 19.7 SB R 13 1038 3.5 A EB L 36 1242 3.0 A 0.1 Intersection Delay = 1.8 APPENDIX B Q IMATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 805M TABULAR SUMMARY OF VEHICLE COUNTS Dm f 17 13 �y f4c,u bA U pity Fo 2 �' &41 AJ S R = Right turn Obwrver S = Straight �/ INTERSECTION OF f�h A M P S 41 R CE AND u K A fe- Cr L = Left tum 14-AA4PSWiO6 O r2A_KC: DR/-IK� �� TOTAL SOfrom WEST TOTAL BEGINS TIMEfrom NORTH from UTH North�^ EASTNALL R S L Total R S L Total South R S I L I Tmal � R S L TOW 73v I I 745 1 t I rcrra II 41 IS f of 28 z(p j5 20 34 2-7I zo I 1 I 11 I I II I II 34 z� 1 9 ZC.) 14 s91 1(0 -)II lilt I I 1 17 3 11 L17 9 3 z,IS tl l2Zlo 1 II 1411s II rll Co z2s 1 o'4I 11? Zy�r 332 131g 1134� z i5 1z34 Ss4-ilao4 I I I I h 1 1 I I 7so-B3o I t I i 1 of I I I t o 0 14 7 zk 7 1 Z 9 4 9 0 '� Z 21 I O 1 (9 i l l I Co I i I I I 11 I I I I I I If II f I I I N I I I I I I i I I I I I I I I I II I I I I I ¢3d 44 s� sari Iol l I(I I 12 10 l(, z31 z� 7-1 I 2 I I I I H 23 I 25 z l Z'7 z31(ol z7 Z3 35 t8? IS 22(n) I i I g Z 1 4- 1 Z I Z ( It2o o It is1 3 8 z3 it 4 1 iZ 4 c 307 32 $ 1 Cv 13s' 37& 1140 330 3 s 3 430-5-3 45 S I q !v. �1 (o 7 f 05 19 4 7 (o, 13 4-* 4 4 3 APPENDIX`. A Table 3 Short Range Peak Hour Operation Level of Service Intersection AM PM Drake/Hampshire NB LT/T C, C NB RT A A SB LT/T C D SB RT A A EB LT A A WB LT A A Intersection Drake/Hampshire Table 4 Long Range Peak Hour Operation Level of Service AM PM NB LT/T C D NB RT A A SB LT/T D E SB RT A A EB LT A B WB LT A A Table 1 1993 Peak Hour Operation Intersection Drake/Hampshire SB LT SB RT EB LT Land Use 26 Single Family Duplex D.U. Level of Service AM PM D E A B A B Table 2 Trip Generation Daily A.M. Peak P.M. Peak Trips Trips Trips Trips Trips in out in out 250 5 14 17 9 T k� 9 m 0 W - Q I \ x Na i x �m I^ Cm 00 �- 47/108 Lt"-w-- 247/763 DRAKE 30/19 1 592/457 -s- AM / PM 1993 PEAK HOUR TRAFFIC Figure 1 -- - W - -- m x N a i x ' R- 50/115 "' a' — 290/880 --15/35 DRAKE 3Y20 790 525-r oN 510 / �� AM / PM - o ,r, Rounded to the Nearest 6 Vehicles. SHORT RANGE PEAK HOUR TRAFFIC Figure 2 x N CD LO a s x ,,In' � 50/115 LO a' 360/1100 } r-15/35 DRAKE 35/20 -� 980/660 -� 5/10 -� I o Ln o o\ AM/PM ,., Rounded to the Nearest 6 Vehicles. LONG RANGE PEAK HOUR TRAFFIC Figure 3 service E. When the Drake Road cross section is improved, this operation should improve due to distributing the approach traffic on Drake Road into two lanes. This will increase the number and size of the gaps in the main street traffic. Hampshire Ponds is a residential development, consisting of 74 single family detached dwelling units. It is currently under construction. Therefore, the traffic forecasts for that development were used at the Drake/Hampshire intersection. Hampshire Ponds East is a residential development, consisting of 26 single family duplex dwelling units. Table 2 shows the expected daily and peak hour trip generation using rates contained in Trip Generation, 5th Edition, ITE. The trip distribution used was 75% to/from the east and 25% to/from the west. Figure 2 shows the short range peak hour traffic at the Drake/ Hampshire intersection. This assignment also includes an increase in background traffic on Drake Road. The recently approved "Fox Creek" development is reflected in the background traffic. The west access to Hampshire Ponds will not likely experience an increase in traffic due to the proposed Hampshire Ponds East development. Therefore, it was not evaluated in this traffic study. The Drake/Hampshire intersection operates as indicated in Table 3. Calculation forms are provided in Appendix C. Operation will be acceptable at the Drake/Hampshire intersection. This level of service calculation assumes that Drake Road will have a five lane cross section. Based upon the traffic forecasts shown in Figure 2, a signal is not warranted at this intersection. Figure 3 shows the long range peak hour traffic at the Drake/ Hampshire intersection.. This reflects a year 2010 future as performed for the Hampshire Ponds development. Table 4 shows the operation at the Drake/Hampshire intersection. Calculation forms are provided in Appendix D. Operation will be acceptable, except for southbound left turns/throughs during the peak hour. The level of service E operation is typical at stop sign controlled streets along arterials during the peak hours. Operation will be acceptable for 21-23 hours on a typical day. Using the traffic forecasts shown in Figure 3, a signal will not be warranted at this intersection. If a signal were warranted (based upon other warrants that cannot be forecasted), it would be due to the traffic on the north leg of Hampshire rather than the south leg. It is concluded that the Hampshire Ponds East development will not significantly impact the operation at the Drake/Hampshire intersection. Operation of traffic movements from/to the south leg of Hampshire Road will be acceptable in the short and long range futures. A signal will not be warranted due to the traffic on the south leg of Hampshire Road. c M o MEMORANDUM co O 0 o To: Bret Larimer � d Terence Hoaglund, Cityscape Urban Design 10 Eric Bracke, Fort Collins Traffic Engineer o Fort Collins Planning Department gM From: Matt Delich W >O J Date: August 18, 1995 w Subject: Hampshire Ponds East traffic study z (File: 9578MEM1) w a a Hampshire Ponds East is a single family duplex 'z residential development, located south of Drake Road and west m of Taft Hill Road in Fort Collins. Specifically, it is east M of the Hampshire Ponds residential development. Access will be provided by extending Water Blossom Lane to the east. Access to Drake Road will be via Hampshire Road. This traffic study addresses the incremental increase in traffic due to the Hampshire Ponds East development. Drake Road is designated as an arterial street. In this area, it currently has an enhanced two lane cross section. There is curb and gutter on both sides of Drake Road. There is a design project east of the Drake/Taft Hill intersection that will include improvements to the west leg of Drake Road. It is assumed that these improvements will enable Drake Road to have a five lane cross section in this area. Hampshire Road functions as a collector street north of Q Drake Road. It has a continuous, curvilinear alignment from w Drake Road to Prospect Road, which is the next arterial street cm to the north. Hampshire Road has stop sign control at its w intersection with Drake Road. Drake Crossing Shopping Center LLi J is adjacent to Hampshire Road. Primary access to Drake a Crossing Shopping Center occurs directly from Drake Road, east • of Hampshire Road and Taft Hill Road. A windshield survey of o Hampshire Road indicates that development along it is a virtually complete. Therefore, traffic is not expected to W ¢ increase significantly on Hampshire Road. c C) a z Peak hour traffic volumes were obtained at the Drake/ —o Hampshire intersection in May, 1993. These counts are • presented in Figure 1. Raw data is provided in Appendix A. This intersection was evaluated using the 1994 Highway W LL a Capacity Manual (1994 HCM) technique for unsignalized = �.. ¢ intersections. Table 1 shows the result of this analysis. f— Calculation forms are provided in Appendix B. All movements ¢ operate acceptably, except for the southbound left turns during the afternoon peak hour. These operate at level of