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Home My WebLink AboutCARRIAGE HOUSE APARTMENTS - PDP - PDP120035 - REPORTS - TRAFFIC STUDYBicycle LOS Worksheet Level of Service — Connectivity Minimum Actual Proposed Base Connectivity: C g g Specific connections to priority sites: Description of Applicable Destination Area Within 1320' Destination Area Classification 1 Colorado State University Institutional g g g 2 Bennett Elementary School Institutional g g g 3 4 [_ 25 N Elizabeth u, a a� O Y Apart ents Y_ U Springfield James G Bennett Lake Prospect SCALE: 1 "=500' BICYCLE INFLUENCE AREA --/I LDELICH Carriage House Apartments TIS, December 2012 -,1 -ASSOCIATES 24 Pedestrian LOS Worksheet Project Location Classification, Pedestrian district Description of Applicable Destination Area Within 1320' Destination Area Classification Level of Service (minimum based on project location classification), olre ness continui y Street crossings' B visual A A CSU/residential to the east Institutional/ Residential Minimum A A 1 Actual A A B A A Proposed A A 6 A A Residential to the west Residential Minimum A A B A A 2 Actual A A A A A Proposed A A A A A Residential to the north Residential Minimum A A B A A 3 Actual A A A A A Proposed A A A A A Residential to the south Residential Minimum A A B A A 4 Actual A A A A A Proposed A A A A A Minimum 5 Actual Proposed Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum g Actual Proposed Minimum 10 Actual Proposed 23 A& N Elizabeth m � O Y Aparti nts U Springfield James O Bennett Lake Prospect SCALE: 1 "=500' PEDESTRIAN INFLUENCE AREA —// L--DELICH Carriage House Apartments TIS, December 2012 —71 rASSOCIATES 22 APPENDIX F 21 r HCM 2010 TWSC 5: Site Access & Springfield Short Total PM Intersection Intersection Delay (sec/veh): 2.2 Movement Volume (vph) Conflicting Peds.(#/hr) Sign Control Right Turn Channelized Storage Length Median Width Grade (%) Peak Hour Factor Heavy Vehicles(%) Movement Flow Rate Number of Lanes EBT EBR WBL WBT NBL NBR 36 2 18 38 1 10 0 0 0 0 0 0 Free Free Free Free Stop Stop None None None None None None 0 0 0 0 0 0 12 0% 0% 0% 0.85 0.85 0.85 0.85 0.85 0.85 2 2 2 2 2 2 42 2 21 45 1 12 1 0 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 0 0 44 0 130 43 Stage 1 - - - - 43 - Stage 2 - - - - 87 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1564 - 864 1027 Stage 1 - - - - 979 - Stage 2 - - - - 936 - Time blocked -Platoon(%) - - 0 - 0 0 Mov Capacity-1 Maneuver - - 1564 - 852 1027 Mov Capacity-2 Maneuver - - - - 852 - Stage 1 - - - 979 Stage 2 - - - 923 Approach EB WB NB HCM Control Delay (s) 0 2.4 8.6 HCM LOS A A A Lane NB1_n1 EBT EBR WBL WBT Capacity (vph) 1008 HCM Control Delay (s) 8.6 - - 7.333 - HCM Lane VC Ratio 0.013 - - 0.014 - HCM Lane LOS A - - A - HCM 95th Percentile Queue (veh) 0.039 - - 0.041 - Synchro 8 Light Report Joseph 20 HCM 2010 TWSC 5: Site Access & Springfield Short Total AM Intersection Intersection Delay (sec/veh): 3.3 Movement EBT EBR WBL WBT NBL NBR Volume (vph) 28 1 4 11 2 20 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop Right Turn Channelized None None None None None None Storage Length 0 0 0 0 Median Width 0 0 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 33 1 5 13 2 24 Number of Lanes 1 0 0 1 1 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 0 0 34 0 57 34 Stage 1 - - - - 34 - Stage 2 - - - - 23 Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1578 - 950 1039 Stage 1 - - - - 988 - Stage 2 - - - - 1000 - Time blocked -Platoon(%) - - 0 - 0 0 Mov Capacity-1 Maneuver - - 1578 - 947 1039 Mov Capacity-2 Maneuver - - - - 947 - Stage 1 - - - 988 Stage 2 - - - 997 Approach EB WB NB HCM Control Delay (s) 0 1.9 8.6 HCM LOS A A A Lane NBLnt EBT EBR WBL WBT Capacity (vph) 1030 HCM Control Delay (s) 8.6 - - 7.288 HCM Lane VC Ratio 0.025 - - 0.003 HCM Lane LOS A - - A HCM 95th Percentile Queue (veh) 0.077 - - 0.009 Joseph Synchro 8 Light Report 19 HCM 2010 TWSC 3: Shields & Springfield Short Total PM Intersection Intersection Delay (seclveh): 2.5 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 19 27 34 1343 1290 22 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.95 0.95 0.91 0.91 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 22 32 36 1414 1418 24 Number of Lanes 1 0 1 2 2 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 2209 721 1442 0 0 0 Stage 1 1430 - - - - - Stage 2 779 - - Follow-up Headway 3.52 3.32 2.22 Pot Capacity-1 Maneuver 38 370 466 Stage 1 187 - Stage 2 413 - - Time blocked -Platoon(%) 0 0 0 Mov Capacity-1 Maneuver 35 370 466 Mov Capacity-2 Maneuver 35 - - ' Stage 1 187 Stage 2 381 Approach EB NB SB HCM Control Delay (s) 130 0.3 0 HCM LOS F A A Lane NBL NBT EBLn1 SBT SBR Capacity (vph) 75 HCM Control Delay (s) 13.367 - 130 HCM Lane VC Ratio 0.077 - 0.722 HCM Lane LOS B - F HCM 95th Percentile Queue (veh) 0.248 - 3.385 Joseph Synchro 8 Light Report 18 HCM 2010 TWSC 3: Shields & Springfield Short Total AM Intersection Intersection Delay (seGveh): 0.8 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 16 32 6 1159 799 9 Conflicting Peds.(#Ihr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 19 38 7 1364 940 11 Number of Lanes 1 0 1 2 2 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 1642 476 951 0 0 0 Stage 1 946 - - - - - Stage 2 696 - - - - - Follow-up Headway 3.52 3.32 2.22 - - - Pot Capacity-1 Maneuver 91 535 718 - - - Stage 1 338 - - - - - Stage 2 456 - - - - - Time blocked -Platoon(%) 0 0 0 - - - Mov Capacity-1 Maneuver 90 535 718 - - - Mov Capacity-2 Maneuver 90 - - - - - Stage 1 338 Stage 2 452 Approach EB NB SB HCM Control Delay (s) 29.6 0.1 0 HCM LOS D A A Lane NBL NBT EBLn1 SBT SBR Capacity (vph) 202 HCM Control Delay (s) 10.064 - 29.6 - - HCM Lane VC Ratio 0.01 - 0.28 - - HCM Lane LOS B - D - - HCM 95th Percentile Queue (veh) 0.03 - 1.098 - - Joseph Synchro 8 Light Report 17 APPENDIX E ill HCM 2010 TWSC 3: Shields & Springfield Short Background PM Intersection Intersection Delay (sec/veh): 1.4 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 14 22 25 1343 1290 13 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.95 0.95 0.91 0.91 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 16 26 26 1414 1418 14 Number of Lanes 1 0 1 2 2 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 2184 716 1432 0 0 0 Stage 1 1425 - - - - - Stage 2 759 - - - - - Follow-up Headway 3.52 3.32 2.22 - - - Pot Capacity-1 Maneuver 39 373 470 - - - Stage 1 188 - - - - - Stage 2 423 - - - - - Time blocked -Platoon(%) 0 0 0 - - - Mov Capacity-1 Maneuver 37 373 470 - - - Mov Capacity-2 Maneuver 37 - - - - - Stage 1 188 Stage 2 400 Approach EB NB SB HCM Control Delay (s) 88.6 0.2 0 HCM LOS F A A Lane NBL NBT EBLn1 SBT SBR Capacity (vph) 82 HCM Control Delay (s) 13.113 - 88.6 - - HCM Lane VC Ratio 0.056 - 0.516 - - HCM Lane LOS B - F - - HCM 95th Percentile Queue (veh) 0.177 - 2.215 - - Joseph Synchro 8 Light Report 15 HCM 2010 TWSC I Shields & Springfield Short Background AM Intersection Intersection Delay (sec/veh): 0.3 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 6 22 4 1159 799 7 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 7 26 5 1364 940 8 Number of Lanes 1 0 1 2 2 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 1636 474 948 0 0 0 Stage 1 944 - - - - - Stage 2 692 - - - - Follow-up Headway 3.52 3.32 2.22 - - Pot Capacity-1 Maneuver 92 537 720 - - Stage 1 339 - - - - Stage 2 458 - - - - Time blocked -Platoon(%) 0 0 0 - Mov Capacity-1 Maneuver 91 537 720 - Mov Capacity-2 Maneuver 91 - - - Stage 1 339 Stage 2 455 Approach EB NB SB HCM Control Delay (s) 20.7 0 0 HCM LOS C A A Lane NBL NBT EBLn1 SBT SBR Capacity (vph) 262 HCM Control Delay (s) 10.033 - 20.7 - - HCM Lane VC Ratio 0.007 - 0.126 - - HCM Lane LOS B - C - - HCM 95th Percentile Queue (veh) 0.02 - 0.425 - - Joseph Synchro 8 Light Report 14 APPENDIX D 13 Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within: Low density Intersection type Commercial Mixed use mixed use All other corridors districts residential areas Signalized intersections D E' D D (overall) Any Leg E E D E Any Movement E E D E Stop sign control N/A F** F** E (arterial/collector or local — any approach leg) Stop sign control N/A C C C (collector/local—any approach leg) ' mitigating measures required ** considered normal in an urban environment 12 UNSIGNALIZED INTERSECTIONS Level -of -Service Average Total Delay sec/veh A <10 B >10and<15 c > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 11 HCM 2010 TWSC 3: Shields & Springfield Recent PM Intersection Intersection Delay (sec/veh): 1.1 Movement EBL EBR NBL NBT SBT SBR Volume (vph) 13 21 24 1278 1227 12 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.95 0.95 0.91 0.91 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 15 25 25 1345 1348 13 Number of Lanes 1 0 1 2 2 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 2078 681 1361 0 0 0 Stage 1 1355 - - - - - Stage 2 723 - - - - - Follow-up Headway 3.52 3.32 2.22 - - - Pot Capacity-1 Maneuver 46 393 501 - - - Stage 1 205 - - - - - Stage 2 441 - - - - - Time blocked -Platoon(%) 0 0 0 - - - Mov Capacity-1 Maneuver 44 393 501 - - - Mov Capacity-2 Maneuver 44 - - - - - Stage 1 205 Stage 2 419 Approach EB NB SB HCM Control Delay (s) 66 0.2 0 HCM LOS F A A Lane NBL NBT EBLn1 SBT SBR Capacity (vph) 97 HCM Control Delay (s) 12.567 - 66 HCM Lane VC Ratio 0.05 - 0.412 HCM Lane LOS B - F HCM 95th Percentile Queue (veh) 0.159 - 1.7 Joseph Synchro 8 Light Report 10 HCM 2010 TWSC 3: Shields & Springfield Recent Am Intersection Intersection Delay (sec/veh): 0.3 .Movement EBL EBR NBL NBT SBT SBR Volume (vph) 6 21 4 1103 760 7 Conflicting Peds.(#/hr) 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free Right Turn Channelized None None None None None None Storage Length 0 0 150 0 Median Width 12 12 12 Grade (%) 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 2 2 2 2 2 2 Movement Flow Rate 7 25 5 1298 894 8 Number of Lanes 1 0 1 2 2 0 Major/Minor Major 1 Major 2 Conflicting Flow Rate - All 1557 451 902 0 0 0 Stage 1 898 - - - - - Stage 2 659 - - - - Follow-up Headway 3.52 3.32 2.22 - - Pot Capacity-1 Maneuver 103 556 749 - - Stage 1 358 - - - - Stage 2 476 - - - - Time blocked -Platoon(%) 0 0 0 - - Mov Capacity-1 Maneuver 102 556 749 - - Mov Capacity-2 Maneuver 102 - - - - Stage 1 358 Stage 2 473 Approach EB NB SB HCM Control Delay (s) 19.5 0 0 HCM LOS C A A Lane NBL NBT EBLn1 SBT SBR Capacity (vph) 280 HCM Control Delay (s) 9.837 - 19.5 HCM Lane VC Ratio 0.006 - 0.113 HCM Lane LOS A - C HCM 95th Percentile Queue (veh) 0.019 - 0.379 Joseph Synchro 8 Light Report s APPENDIX C J DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND,CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 1111312012 Observer: Sue Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: Shields/Springfield S = straight I =left hvn Time Begins Northbound: Shields Southbound: Shields Total north/south Eastbound: Springfield Westbound: Total eastlwest Total All L S R Total L S R Total L S R Total L S R Total 7:15 2 217 219 166 1 167 386 2 0 2 0 2 388 7:30 1 303 304 180 2 182 486 3 3 6 0 6 492 7:45 3 352 355 236 2 238 593 2 8 10 0 10 603 8:00 0 238 238 166 2 168 406 1 5 6 0 6 412 8;15 0 210 210 178 1 179 389 0 5 5 0 5 394 8:30 4 219 223 225 2 227 450 3 1 10 13 0 13 463 7:30.8:30 1 4 11103 1 0 1107 1 0 1760 1 7 767 1 1874 6 1 0 121 27 0 1 0 1 0 0 27 1901 PHF 0.78 0.81 0.68 nla 4:15 8 253 261 271 2 273 534 2 4 6 0 6 540 4:30 1 276 277 273 3 276 553 5 8 13 0 13 566 4:45 6 304 310 287 4 291 601 7 9 16 0 16 617 5:00 7 334 341 322 1 323 664 0 4 4 0 4 668 5:15 5 334 339 334 5 339 678 5 6 11 0 11 689 5:30 6 306 312 284 1 2 1 286 1 598 1 2 3 0 3 1 601 4:45-5:45 124 112781 0 1 1302 1 0 11227112 1 1239 2541 13 1 0 121 34 0 1 0 1 0 0 34 2575 PHF 1 0.95 1 1 0.91 0.53 nla APPENDIX B 5 V731tic, 0� -421c-1no��-1 c 1�rvr *"o)-J.nov� �rz �A isaM3�1'+p 3 �rotc�ndo Z a- a a sg4?22 00 ii I 9 -ow ® II .1 1 Of ® 1 III SPRINGFIELD DRIVE E BIOG.2 I� BLOG.] ± 9 sj I I 1 H I ,-. l2 rnllryN.SKGES 15' I eLWS I _ r JAMES COURT �IIII SITE PLAN SITE PLAN INFORMATION PARCELS12E LA9ACRE3DR649891F TOTALNUM BER OF BUILDINGS: 5 NET AREA OF EACH BUILONG 66W NSF GROSS AREA OF EACH BUILDING 7260 GSF TOTAL NETAREA OF BUILDINGS: 33.OGO NSF TOTAL GII AREA OF MIDINGS: 36300 GSF HEIGHT 3STORIES (ll"-0 TOTAL HEIGHTI FAA • lb M GSS 1",9695F LAND AREA =.56 REAR SOti LOT DEVELOPMENT FA,&. SO OF REAR LOT. 29.932 SF UNIT OF 7.260 SF I79.937 SF. E9 c15 ALLOWED TOTALLANOAREA M OF OPEN SPACE SF. 23, 772 SF 160E BUIDING SF. 19,78S SF M OF 09VE ""PNNG SF=I"15 SF % RECRFATIONAL AREA SF. WA MANG 99 SPACES S HANDICAPPED SPACES ENISTINGZDNING= NGBMULN3AMILY flES10FNTAL NNDUSE- MULTI-FMALYRESIOENTAL lOD i361>s 6 UGIIRITEI CD E Q N d c � � N N E W CO n U 0-t U CD in o �? LL N o cocyS Gz I- C>3 w EXISTING STRUCTURES PROPOSED BUILDINGS ® EXISTING DRIVEWAYS PROPOSED DRIVEWAY AND PARKING - EXISTING TREES PDP3 - TREES TO BE RELOCATED NEWTREES I�10 SL&7�lAR�� MPUIWESPHQ[�PING CENTER n CAMpS&tgr CAMPUS WEST SH PING I,ENTER +a- J0HNXX111UNIVERSrrYcENTER-I i L_.. _ F— WIVERSRY ANE -- - IlY5 u� un.,�I MrATAJpRAPARTHIF.({T,5[rS1GHOR1IYILL:A CCN00S BIG HORNnV1LLAGF_ SOUTH -CONDOS 1 II I I I I 1 1 M NI I IGSc1 I M- a _9PRIN0FlElD DR---'—•' — �'An YC�.I DENS JMAEB •. BENAI0LTft4ASikiciNGA L I I Be off EleyR � I FA:RVIEyV (FTC) Fort Catllvn WOODS t—I- - III -:I. 111 _ - _ - :(��-�• W �PECrRD - NORTHFIF%W S ONC,CS r - - Af r. gym ' I TjI1.-- � L'_ 1 Q �1PARK R1 �^ ycuNG7^R, �j It1R1MEF COUNTY -: WVERSRVAVF_ __.__---J _ • e Tax Parcel QI NUR-- —�"—`_ — w 41212011 I c w aat] III 'rya JWn Q, I s � 'Sh!ANS TROfui✓B�(,_cJr_1ljy j SNE TON` STORY PAR I { I I j I 1 T,I , ARTHU CSH L° _= UNWERSITYPLACC, r' Jw 1-Tr—�—JUNI0ER LNG=, �,1 ---r•-BAVDR A NORTF1 DApAf{TMENT \V� t��l 1 Y 11 II /' C �AIAp/ I PECK il�fP?R RI G'VA S�n 1R N - REEIc a DR Tf •pq' CARRre1GFZQ�iCN&2NQ4t�T-DOS,PULSE �(.,\ t '\•J' -�rl '. �r TIM I N IR/NG RE K' GCREEK (A� ` SPRINCREEK'PL Z`A��j/// - s F THILW^ V!LLAGF_ / -- --- I FERLAND CONT�0S /ITREFOn':tr - OpTtIlLLB APARTMENjS-p"r � X �� 1�1 iill Nr, il t ,O l� Wl ll>�TR,A�L-�N$gRINIG.�,RE�'KL -.. . Leg•nd $WtllVb me f-18k Percds OPhestl BlaeXe ❑BNldnge CCsepes ''.Rotlry Mwrlah Nellatel Panc (lanmr Pallor) Perks" ReasNon 5claol Pra•M N W*R"WlGAm® I.c pamleb Agee N W +E S Creeed by Lanmer Cornty d5 -ales now Rom ly as to fie a= homer Colnty akes no effect a as to Ste acarror t The: ole of may not tether reset opdelea poor to the dat of pinthp. 0 0.05 0.1 moor= Miles Chapter4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name C 1 A: - U u P AP--TY S Project Location TIS Assumptions Type of Study Full: k1 o Imamate: zf EAa6 Study Area Boundaries North: cP r G F I South' S'p? l , trio East: Sg /ELb S West: S; r,5cc,;rS' Study Years Short Ran*e: ?- D 1 -7 Long Range-AIIA Future Traffic Growth Rate l , c 11A C, A) SrlI EL n 9 i ti CF kLv Study Intersections 1. All access drives 5. w 2. 5 t S r �^ f ,c 6' 3. 7. 4. 8. Time Period for Study : 7:00-9:00 : 4: Sat Noon: U Trip Generation Rates > (r' 9 _ z T G If Lr Trip Adjustment Factors Passby: Captive A11A Market Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions 2 5-,,-IC��zJ Committed Roadway Improvements 'Jc Y AWA EG C IP AAJ U Other Traffic Studies - Areas Requiring Special Study Date: /�id i1 L GIF��IZ !G Traffic Engineer Local Entity Engi Page 4-34 Ledmer County Urban Area Street Standards — Repealed and Reenacted April t, 2007 Adopted by Larimer County, City of Loveland. City of Forl Collins APPENDIX A Springfield Drive a� U U Q N rn N --- - Denotes Lane SHORT RANGE (2017) GEOMETRY Figure 8 --//LDELICH Carriage House Apartments TIS, December 2012 -7�1 [—ASSOCIATES Springfield Drive - 11/38 4/18 28/36 — 1/2 r o N O N ti w 0) U U Q N w J 16/19 J 32/27 d. M M V M LO N AM/PM SHORT RANGE (2017) TOTAL PEAK HOUR TRAFFIC Figure 7 L—DELICH Carriage House Apartments TIS, December 2012 —11 rASSOCIATES TABLE 3 Short Range (2017) Background Peak Hour Operation Intersection Movement Level of Service AM PM Shields/Springfield (stop sign) WB LT/RT C F SB LT/T B B TABLE 4 Short Range (2017) Total Peak Hour Operation Intersection Movement Level of Service AM PM Shields/Springfield (stop sign) WB LT/RT D_ F SB LT/T B B Springfield/Site Access (stop sign) WB LTfT A A A NB LT/RT A /Jf—DELICH Carriage House Apartments TIS, December 2012 -7,1 [—ASSOCIATES Springfield Drive SHORT RANGE (2017) PEAK HOUR TRAFFIC 6/14 f 22/22U. N M V m BACKGROUND N �— AM/PM Figure 6 --// L--DELICH Carriage House Apartments TIS, December 2012 %/ r—ASSOCIATES Springfield Drive U U U SITE GENERATED N �— AM/PM PEAK HOUR TRAFFIC Figure 5 I DELICH Carriage House Apartments TIS, December 2012 �� [—ASSOCIATES Springfield Drive TRIP DISTRIBUTION _--// IDELICH 7/ r-ASSOCIATES w in Cn t 45% 45% N Figure 4 Carriage House Apartments TIS, December 2012 SITE PLAN -//L-DELICH -7,1 I -ASSOCIATES 411� N Figure 3 Carriage House Apartments TIS, December 2012 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM Shields/Springfield EB LT/RT C F SB LT A (stop sign) B TABLE 2 Carriage House Apartments Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 220 Apartments 97 Beds Eq I 272_�L 7 Eq 29 Eq. 1 26 1 Eq. 14 25% Reduction for Alternative Modes 68 2 7 6 3 Total 1 5 22 20 11 --'J �=DELICH Carriage House Apartments TIS, December 2012 -7*4 rASSOCIATES Springfield Drive RECENT PEAK HOUR TRAFFIC —.//_LDELICH -71 ASSOCIATES N AM/PM Figure 2 Carriage House Apartments TIS, December 2012 46 N Elizabeth Cn Carriage House a� L U Y Apartments U Springfield James Bennett Lake Prospect SCALE: 1 "=500' SITE LOCATION —./I —DELICH —7,1 r—ASSOCIATES Figure 1 Carriage House Apartments TIS, December 2012 Appendix E. The Shields/Springfield intersection will operate acceptably during the peak hours. The Shields/Springfield intersection calculated delay for the afternoon peak hour eastbound approach was commensurate with level of service F. Level of service F is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. Figure 8 shows the short range (2017) geometry at the Shields/Springfield intersection. This is the existing geometry at the Shields/Springfield intersection. Traffic on Springfield Drive will increase slightly to the west of this site. However, it will be commensurate with that expected on a local street. The Carriage House Apartments site is in an area within which the City requires pedestrian and bicycle level of service evaluations. Appendix F shows a map of the area that is within 1320 feet of Carriage House Apartments. The Carriage House Apartments site is located within an area termed as "pedestrian district," which sets the level of service threshold at LOS A for all measured categories except street crossing, which is B. There are four destination areas within 1320 feet of the proposed Carriage House Apartments: 1) the Colorado State University Campus area and residential area to the east of the site, 2) the residential neighborhood to the west of the site, 3) the residential neighborhood to the north of the site, and 4) the residential neighborhood to the south of the site. There are small commercial components in destination areas 1, 3, and 4. It is not likely that there would be much pedestrian affinity between the residents of Carriage House Apartments and the residential neighborhoods in the area. There are crosswalks at the Prospect/Shields and Elizabeth/Shields signalized intersections. There is a striped crosswalk, across Shields Street, at the Shields/Lake intersection. This crosswalk has a pedestrian signal. Currently, there are sidewalks adjacent to the site along Shields Street and Springfield Drive. Appendix F contains a Pedestrian LOS Worksheet. Acceptable pedestrian level of service will be achieved for all pedestrian, destinations. r- Appendix F shows a map of the area that is within 1320 feet of Carriage House Apartments. Based upon Fort Collins bicycle LOS criteria, there are two bicycle destinations: Colorado State University Campus and Bennett Elementary School. The Bicycle LOS Worksheet is provided in Appendix F. This site connects directly to bike lanes on Shields Street, which achieves level of service B, as shown in Appendix F. Currently, this area is served by Transfort Route 3 and 19, which serve the CSU Transit Center. It is expected that transit level of service will be acceptable. It is concluded that, with development of Carriage House Apartments, the future level of service at the Shields/Springfield intersection will be acceptable. The recommended geometry is shown in Figure 8. The level of service for pedestrian, bicycle, and transit modes will be acceptable. ---��—DELICH Carriage House Apartments TIS, December 2012 -71 [—ASSOCIATES Structure Plan. In areas termed "low density mixed use district," acceptable operation at unsignalized intersections along arterial streets during the peak hours, is defined as level of service F, which is considered to be normal in an urban environment. The Shields/Springfield intersection operates acceptably during the morning and afternoon peak hours. The Shields/Springfield intersection calculated delay for the afternoon peak hour eastbound approach was commensurate with level of service F. Figure 3 shows the site plan for Carriage House Apartments. Carriage House Apartments will consist of 57 apartment units (97 beds). Carriage House Apartments will be marketed toward CSU students. Access to Carriage House Apartments will be via a driveway on Springfield Drive. Trip Generation, 9th Edition, ITE was used as the reference document in calculating the trip generation. Persons (beds) was used as the trip generation variable. Since this site is close to the Colorado State University campus, a reduction (25%) was taken for the apartment trips that are expected to walk or bike to and from this site. Table 2 shows the trip generation for Carriage House Apartments. This trip generation was discussed and agreed to in the scoping meeting. The trip generation for Carriage House Apartments is calculated at: 204 daily trip ends, 27 morning peak hour trip ends, and 31 afternoon peak hour trip ends. Using the cited reference document, the three single family homes generates: 28 daily trip ends, 2 morning peak hour trip ends, and 3 afternoon peak hour trip ends. It is expected that the proposed Carriage House Apartments will generate more traffic than the existing land use. One of the single family homes has direct access to Shields Street, a four -lane arterial street. The Shields Street access will be closed. Removing direct access to an arterial street is viewed as favorable from a traffic operations perspective. In addition to this, the number of driveways on Springfield Drive will be reduced to one and located approximately 400 feet from Shields Street. The trip distribution for this site is shown in Figure 4. The trip distribution was determined using the existing traffic counts, knowledge of the existing and planned street system, development trends, and engineering judgment. Figure 5 shows the site generated traffic assignment of Carriage House Apartments. Figure 6 shows the short range (2017) background peak hour traffic at the Shields/Springfield intersection. Background traffic volume forecasts for the short range (2017) future were obtained by reviewing traffic studies for other developments in this area and reviewing historic counts in the area. The counted traffic was increased at the rate of 1 percent per year. Table 3 shows the short range (2017) background peak hour operation at the Shields/Springfield intersection. Calculation forms are provided in Appendix D. The Shields/Springfield intersection will operate acceptably with the existing control and geometry. The Shields/Springfield intersection calculated delay for the afternoon peak hour eastbound approach was commensurate with level of service F. Level of service F is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. Figure 7 shows the short range (2017) total peak hour traffic at the Shields/Springfield intersection. Table 4 shows the short range (2017) total peak hour operation at the Shields/Springfield intersection. Calculation forms are provided in LDELICH Carriage House Apartments TIS, December 2012 -71 r=ASSOCIATES Attachment & DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive . Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 MEMORANDUM TO: Chuck Bailey, Catamount Properties, LTD Ward Stanford, City of Fort Collins Traffic FROM: Joe/Matt Delich DATE: December 18, 2012 SUBJECT: Carriage House Apartments Transportation Impact Study (File: 1282ME01) This memorandum addresses the transportation impacts of the proposed Carriage House Apartments. Carriage House Apartments is located in the southwest quadrant of the Shields/Springfield intersection, in Fort Collins. The site location is shown in Figure 1. The site currently has three single family homes. Two homes have one driveway each on Springfield Drive, approximately 130 feet and 200 feet west of Shields Street. One house has a driveway to Shields Street, approximately 120 feet south of Springfield Drive. Carriage House Apartments will consist of 57 apartment units (97 beds). The scope of this study was discussed with the Fort Collins Traffic Operations Engineer. A brief memorandum was requested. The Base Assumptions form is provided in Appendix A. There are sidewalks along Shields Street and Springfield Drive. There are bicycle lanes along Shields Street. Shields Streets is classified as a four -lane arterial street with bike lanes. It has two through lanes in each direction and a center two-way left -turn lane. It is posted at 30 mph. Transfort Route 19 provides two-way service on Shields Street. Transfort Route 3 provides one-way (northbound) service on Shields Street. Both of these routes serve the CSU Transit Center. Springfield Drive is a local street west of Shields Street. The posted and design speed on local residential streets is 25 mph. On local streets, bikes share the street with motor vehicles. There is stop sign control at the Shields/Springfield intersection on Springfield Drive. On the east side of Shields Street, there is a driveway that provides ingress only to a small commercial parcel. Figure 2 shows recent peak hour counts at the Shields/Springfield intersection. The count data was obtained in November 2012, when Colorado State University was in session. Raw traffic data is provided in Appendix B. Table 1 shows the current peak hour operation of the Shields/Springfield intersection. Calculation forms are provided in Appendix C. A description of level of service for unsignalized intersections from the 2010 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. The Carriage House Apartments site is in an area termed "low density mixed use district" on the Fort Collins