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Home My WebLink AboutWATER'S EDGE @ RICHARD'S LAKE - PDP - 58-86J - REPORTS - TRAFFIC STUDYn LJ Pedestrian LOS Woricsheet Project Location Classification: 1 C C G C C Rr4 r/� �ti rsAL TO i J,�F wry r /ZESr��vr Minimum Actual A *4 C $ Pis 8 C is-!lGNGRTN gel-C IV-r Minimum C G C C C 2 Actual F # 4 C B Proposed F C >Y A C B Minimum G C C C C 3 Actual A ,- G C V Proposed 14 $ �r'S�O�yTrA4 Minimum C G C C 4 Actual A # A C P3 Proposed A g A r3 Minimum 5 Actual Proposed Minimum g Actual Proposed Minimum 7 Actual Proposed Minimum g Actual Proposed Minimum g Actual Proposed Minimum 10 Actual Proposed E71 oC�S NOT EKiSl Jr- V6© '91L)FwALV-S wrrm-tk) ' E%&?MAMaUr& SCALE: 1 "=2000' PEDESTRIAN INFLUENCE AREA W APPENDIX I 97 /O. 02 R = right turn S = straight L = left turn MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO $0538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 911/2005 Observer: Joseph Day: Thursday Jurisdiction: Fort Collins Intersection: Country Club Road I Tumberry Road Northbound: . e. . . .. . .. . . . . �mOONNIlNN��N I,. NI00®14111111,111111 �00®NINI I 'I�ill� �k slikil � IoOON nun 1 INNIi I Il.s iNI�N11�1NNINNII � l;ek;l INS k11INI� 1 ®o01NNlNIIIII;�� 1 °"I�I�NII I it OD®!NNlINNII�'NIINNNN®00®NINi�ils '� "' Ii I!`i,�':Ikkllill IDOONINIII��IN " IINIINIIIlI� t9 i ilIININ11N10NINIiIINiEl; ®NINININI�;i�llil►"� I I I I ,ki i! � li I�NI�N lINIII II I k 000111NINNII��!!NIlNIINNOOmNININI�IIl��€NINNNN�oOmNININIINII,�l�allNIIIINNIIl000 '�0®oil��I��III��N;�I��NINIIIOOmNNNNIINRi;ININNNNNmOomNIN��INNi��c;��iN�INN� Bete el leg , I! 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DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/3112005 Observer: Joseph Day: Wednesday Jurisdiction: Fort Collins R = right turn Intersection: Richard Lake Road I Turnberry Road S = straight L = left turn Time Begins Northbound: Southbound: Total north/south Eastbound: Westbound: Total eastlwest Total All L S R Total L S R Total L S R Total L S R Total 7:30 1 16 2 a' 1 53 0 73 0 0 t l 3 0 0 4 k 'I 7:45 2 12 2 1 42 0 59 1 0 5 2 0 0 8 8:00 1 15 0 1 24 0 41 0 0 3 If� If 1 2 0 0 1 O fC f 5 4 j. 8:15 1 13 1 0 38 0 53 0 0 2 ®1Ilill1113 ;ii ill ©�olllllillilill�lidill„��lll�10�01111111111111h>111�11��1000©� �n �I©o0g9��l1911wwe��gl�lfl�N� � i ©m©II�9��i�i�li�fri�l{��i�i9�IVllll�m��l�IIIII�iJ111811111U1U11��©�,I�II911��n�Ill81!IIII��I��91i�1��119i��1��IIV��II© ®©m0��1�?�I��a�`��l�'�P1�I0®OI�I��I�I�III�lIII�000©�IIII�II��;�IIIIIIII©DO�Illlllillill�'llllllllllll�ll© �Iin'�IlsillI0®�i�Ia�,slliiillll� • • Ili R = right turn S = straight MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 911/2005 Observer: Joseph Day: Thursday Jurisdiction: Fort Collins Intersection: Tumberry Road 1 Brightwater Drive mmu�mu©� m©©�muu�m =MEN 11110 111E MU111111111"H111111111SCENBE llllllllll��l�l�lillll�©Em111 IIIIIIIEIIIIIIIIIIIIIIIIIO�IIiIIIIIIIII�I�QiIIIlll�lq ADO©lIIIlIIIIlillil;ellllIlllIIIlNOo011flNlll��llllllllll�ll�ODO�IIIINIIwI�IIIIIIIIIIIII00011III�IIIIIIi�l��i1�01111�11If ��lr;il�lll� :11 ©DOIRIIIi�IIIE�rn�IIIII�IpO®O�Ill�i��lllllllll�®00®�Nll�id�Illllill000111i11�IIi�IIII�III�III®�llililllllll�llllllglllllllll �00©Illllllllllllllil�IIIIIIIlNOm011lllllill!!II'�rllllll�llllll�000111�111111111{hlill�llllllllll0001111��lllllllillllllI'III�11111111�'11il;allllllllllll� 1 1 111111,111111,Il11111,I I II®11'0!'1111�1! 1IIIII�,1I11 ACE ACE 11111e1111111111111111IJI'Zitllll SCE IIIII1111I1111111 1111111wll1BOBACE II,IIIIIIIIIIIII III 0�©�Il�lll°�I�II�INO©O��IGI�III��I�Illlul�®o001�1�lllllh'lllllllIIIIlI000�11IIIII11111111i1I11lIIIIIIIIIIO'1111��IIIlnilli�l��ll�lli 111 000111111I1lIRl�i�;I11I1�Io00�I��ll�li��000�lI00111'li�llll�l�1100011111111@III11IeIIlll�lllil11�0��ll�l��1��11111111 1 I 0®©�III��I�I°I�III�1.��11100©©II�I�I�III�I�IIN�I�I�I�®00©��9IIIIIIBII111111I11111�11000�11�11�lllllllllNIIIIIICIIIIII©i�1111�1111e,1�PPIIIII �IIIB�I ®m®011llllll�ll�l�n�llllll� �� 1100a�I�lIIIIcI�lElllll�1111�I�00©�I�IIII�IIIllllllllllll�00011111lllllllill��1111�11��1�1©11�IIIIIIIIIII;IIIIIIIIIIIII� . 1 1 ��„�nl�1a161111h11��1�1®I�IIF91lIl�ll�I;alR�lllll�lliillll® � � 1 �fl° �I��I�II�INII1�1111�"�il��©®�IIIIIC�11�11"11laIIIII 0 MATTHEW J. DELICH, P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: 970 669.2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/25/2005 Observer: Rocky Mtn Counts Day: Thursday Jurisdiction: Fort Collins R = rightturn Intersection: Turnberry 1 Douglas S = straight e ©DOII!lNIINiNN�NflIIlllillllllDOOIINNlIINIIN;�NNIiNIlNN00©©INI�INIIN�NIIINIININNO©DIININIIIINII;INNIIIINIIIIIONIIINIINNi;I;lilll�lll� ®©©OINIIIIINII,III'!II!INIII!INlI000lNINNIINNII;NNINIlIIIINI00©ONNIIIINNII�lINIIINNNINO�DIINllllllllliN;I@lIIININIIIN�INIIINIi��?iIIINNl� �©0©NNNNIIlIliII;i11;91�NNN�0�1iiNNIN{NINiIlINNNNINIOD©�INlNlN!IIII{;INI{liINNlIII©001lNIIINIIIIlIiolNllINIININI®INIIINII{Ili;l;ellNN!!lIIN 0 OIIININIIIINIn'NININNNNN 0 ©0 NINI INNIIININ 0 ©IIIINIIIIINIiRINIININlNIN 0 ©OIIINIINNI"iINiNINNlIII lINN0�91NI16NIl�;�ININiN� INIIININN:eI;;IINNIIIIN 0 ©DOININNNINNi;ININNI!NIIND�ONNIINlNIIN;I�NNNNNNI00©©NININNl�{NIN{NIINIIIIO©O�NPNIIIIN�"illll. �0�01lIIINII!liiil;;NIIIIliNININ000NlNIIIINNIIioNINIIN!!lNII©�©©IINlNlNIIIN�NIINNIINII©©�NIlINIIIIlIN;iNININN!!!N01!IIINIINI{i:I��iIINIININI ©o01�lN1lII°IeN;�NININlNIIDOOIOiNIN��INNNNIN1100©ONINNNNIINrNNNlllll©OONINIIIiNilil;IIIINNIINIONlNNlil'sIlIIINl1lIIN �0©�IINNINNIlI�;NIlIININiNN000NINIIINNIIII�IIIIIN!lIINN000©I�{NNNIf�I�NNIIINIINDO�NNNNINININiIIINIIIINIII®NNliN!NNI:IhIIINNININ NIN�ININ IINi�N!IN NNI"liNi! � NIII,"NliN Nllia;i{INI INIi1NIN'0 ®'INII;;NI{N Illl;lilNll IIlI!!IliNll � IINCNNN IIININNII IIIlI�IINII � O'INIIINNINlI�NiINNNI!N' I I E n rr i n vn rr 0©IiilNll�illlitsiiiiiNNNNIINO©ONiIINIIi{NNINNINININNOi�O©INiN!IINNiI;�INIIIIIIIIIiNDD�NNIIllilllll�;NIININ�IIN011111111iNlll�l,NNlNIlIIIIN �DOOINNNNNNII�INNNNlBND©�INIINN!lINIxINNIlNNIINI0000�NIIININIPrsININIINNNiID©ONIIIIINillll�;l111NINNII��1NINillllll;;li;lllllNIIIIIN �0©OINliIllNNiil!"lI,INIiNO©O�INIINIIN�NINiNIi�IO�©OII�IINiNIf;NiiNNiIIINN©©ONNiNNINIIPININNNNNNIONIN!NNll;il! ��0©IlNilNiNli;-;NNINIIIIIIIN�00N1lINIIIINIII;INIIININIINI�O©011111iilIIIIIN;iNIIIINIIININ©DONINIINIIIN�NIININNI�I�NINNINIh'�'$1llININi� 00©IINIIIINIII{{lN;INIIIliININ�ODNIIIiIININII�NIIIlNININII00©OININNINNlIw;NlN{IIIIIIIIIID©ONNNINIIINkeIIINNINIINII�IIIINNiIN';�;NlilNINNN ®©0 ©NNiIIINilI��I"NINIINN� 0 ©D �ININIlN�ilINNNNNIIN � 0 ©©�NlNlllii{N:i!lIIIIN!IIiIN O D D IIIIIIINIiNlNliiiNNNNNII O INNIINI IIE;I;iNINIIIIiIiN �©©©illlll!{N�IlN"NIININNiNN A D O NNlNIINIIN"NINNIIINi 0 � 0 ©NlilNliilNiN;iIININlIIINN O D O NINININIliEeNlINNININIi ®N�iNll llliIIIINIIIIIN �0�©INlNiillINII;NNININ{INIIDODIINIiIINlNIN'NININNlINN00©©INIlNIlNIINiI°�°INIIi9N©0©NNIINNNIIC91111NINIIINIO�IIPINIIIIII��;iNg�NININN lil��IIIIIII�lNlllillL�lill0�lils:IiPlll�ll;;ll�IININi�NI�� 52 17 IllliAX'lllliljI111111C1fllifl 26 0.61 0.78 45 0 Zoom In Zoom In Larimer County Parcel Locator with Color Aerial Imagery GIS Home Select by Data Legend-------__�� Major Roads Road System Railroad TawnshipfRange Lines Section Lines Quartersection Lines Parcel lines LakesrP ondsrR eservoi r Rlvers!Strearm Rocky ?An. Nat. Park (Larimer Portion) Tax Exempt Lands qHTWAT �* - .a�� G •'�`,"�Clf h Incorporated Areas lvww Wir Asse ♦ r I.x c02_1 8i.sid c02_2_8rsid plbll i. !MT /l .l • of nat� . MGM., 9i0 ..,_ II IIISIUt%v 1, _ c02_3_8f sid I"C Mi »s - - a c02 4 81.sid p ,+ c02 5 8isid r ; $ c02_e_ei.sid c02-7_8i.sid c02_8 8i.sid �sk"r`7teF�Agr1QQA� y�" ®n 8U 1 rx r e02_9-8i.sid iiii Gr*i fM s 02_10-8i.sid ezi 16� Lung (bnd c02_11_8i,sid '� fiaveic �'ti; OWN! rrliYsf c02_12_81.sid dLyLarimer County GIS and Mapping Department c02_138isid �i cD2 1A 8i.sid c02_15 81.sid c02 18 8t,sid 02_17_8i.sid �Ax�/ ] /� {� tj/� G _ c02-18_8i.sid �` c02 19 8i.aid c02 20_8i.sid Toptuaveg ASA c02 21 8i.sid 0 0 �te�A�c s L•��— Trip Generation Code Use . - Size AWDTE AM Peak Hour PM Peak Hour Rate Tamps Rabe In - Rate Out Raf, In Rate Out 210 StuGCG- ��aµtcY � rxc(Fe-0 2?(o a•s7.2640 ©.c7 $y 23v owyu o�E 108 5.8& 650 0.07 8 0.37 40 6.3s 38 0.0 Ig Y �oTAt- 3z�o �v 145 zts i20 iN I _.I . LLi -- _ _l __ \�� / � L_.a_ .1, • 1 _ .I" / / r r . �.I I f e ilr`; T n we rt IT i rI I I I• r IIIIII• v LEGENDLIN I I _`; �� -.6 "l'^w I mnPoonaw. \ 1 ` 4 r 1 %%NN \ �yi� �, 1a ,nsmoNiu�i Nm 1 III mn o alaaxuvs � 1 I tl 1 •.,, _ ° �'v--.� � .' l�t.i r^ 'cl�� 1 -a�H.. G , 11tl - _ 'ii @ffi �,1 . •.m 14 i J ' \, x / PI I 1 i �-� I U \1R � � p 1 ' I' I 'li } awwu.oP •4 '•.\ ,-{; "lhl� t ' r ` r 1 t x 8 l9 Y - [ o rg1C °'^!•r ,` All F /� �I11�r pllp r l / ,-'i : "' 1 1 �, RICHARD S LAKETUD nI 11 �plla 1 s •Ili v t , " � � 'dl x '4 . �•. 4 Ytl -- 6.._. >. I ,� `L� 3"s �xza �Q.......v Pv.ry.00.�.a c:. •j.. ca'- 1 III C11 Pi I I I I III °r nel iiil � �� .91 I L i �f��i lul I I 1 i my i i i ' , ._ x� `•�"'� •••-• `s `--- - " _ ulx r� .wh..x_...iJ „___t___.__JIJ_____J.._____l.______!___._ ryu.._.___L------ J______1__..__._____L_________—, Ji Ibr41 or 0 4 - Attachments Attachment A Transportation impact Study Base Assumptions Project Information Project Name Z(9 A el G ZA 9 6 Project Location >= e r - ,V F RL4go, TIS Assumptions Type of Study Full: ye--5 Intermediate: V 0 Study Area Boundaries North: (;G , South:(20 v,OTe I 6w East: -, West 06a.op Study Years Short Range: Z 00 Q Long Range: �A2B�Z Future Traffic Growth Rate Z Yz d% Y Study Intersections 1. All access drives 5. 2.�i2NBEe S 6. 3 7' 2 4! Time Period for Study -9: Sat Noon: All-0 Trip Generation Rates -R 7G TT 7 Trip Adjustment Factors Passby: V14.Market: Captive A.l lq Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions lf)l)q Committed Roadway Improvements Q 1-r f Other Traffic Studies BOM A PROP60y Areas Requiring Special Study V ovG Lt l A Y Date: �EVT�df 8E� 13e 200 6- TraEic Engineer - Local Entity Engi tarimer County urban Area street standards — Repealed and Reenacted October t, 2002 Page 4-35 Adopted by Larimer County. City of Loveland. City of Fort Coffins 9 APPENDIX A i ■ - Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi -modal ' transportation guidelines and future improvements to the street system in the area. The only exception is for the pedestrian directness measure for destination 2. The only way to achieve ' acceptable directness level of service is to cross through private property. This is not a practical route. A modification of standard is requested for the directness measure to the Serramonte neighborhood. 31 1 • 0 ' IV. CONCLUSIONS ' This study assessed the impacts of the Water's Edge Development on the short range (2009) and long range (2025) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: The development of the Water's Edge Development is feasible from a ' traffic engineering standpoint. At full development, the Water's Edge Development will generate approximately 3270 daily trip ends, 255 morning peak hour trip ends, and 335 afternoon peak hour trip ends. - Current operation at the key intersections is acceptable with existing controls and geometry. - Peak hour signal warrants are likely to be met at the Turnberry/Country Club intersection. However, it is not likely that any other signal warrant would be met at the Turnberry/Country Club intersection. Therefore, a traffic signal is not recommended at Turnberry/Country Club intersection in the short range and long range futures. In the short range (2009) future, given development of the Water's Edge Development and an increase in background traffic, the key intersections are shown to operate acceptably. At the Turnberry/Richards Lake intersection, westbound approach will experience delays that are commensurate with level of service E. At the Turnberry/Country Club intersection, the eastbound and westbound approaches will experience delays that are commensurate with level of service F. This is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. A roundabout could be considered at these intersections. The short range geometry is shown in Figure 10. In the long range (2025) future, given development of the Water's Edge Development and an increase in background traffic, the key intersections are shown to operate acceptably. At the Turnberry/Richards Lake intersection, westbound approach will experience delays that are commensurate with level of service E. At the Turnberry/Country Club intersection, the eastbound and westbound approaches will experience delays that are commensurate with level of service F. This is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. A roundabout could be considered at these intersections. The long range geometry is shown in Figure 11. At the Lemay/Vine intersection, if unacceptable operation occurs during the peak hours, the City may implement a `no left turn during peak hours' action for the northbound and southbound traffic on Lemay Avenue. This will result in acceptable operation at this intersection. 30 area (existing Richards Lake) to the south of the site. This site is in an area type termed "other." Acceptable pedestrian level of service cannot be achieved for all pedestrian destinations. The Pedestrian LOS Worksheet is provided in Appendix I. The minimum level of service for "other" is C for all categories, except for the directness measure for destination 2. The only way to achieve acceptable directness level of service is to cross through private property. This is not a practical route. Therefore, a modification of standard is requested. Bicycle Level of Service Based upon Fort Collins bicycle LOS criteria, there are no bicycle destinations within 1320 feet of the Water's Edge development. This site will achieve bicycle level of service B connectivity which exceeds the base city-wide minimum. Transit Level of Service This area of Fort Collins will not be served by transit service according to the Fort Collins Transit Plan. Therefore, a transit level of service could not be conducted. 29 TABLE 8 Short Range (2009) LemayNine Peak Hour Operation With No NB/SB Left Turns Intersection Movement Level of Service AM PM LemayNwith background traffic No NB and SB left -turns (signal) EB LT C D EB T/RT C C EB APPROACH C Cine WB LT C D WB T/RT D C WB APPROACH D C NB T/RT B D SB T/RT B B OVERALL C C LemayNine with total traffic No NB and SB (signal) EB LT C D EB T/RT C C EB APPROACH C C WB LT C D WB T/RT D C WB APPROACH D C NB T/RT B D SB T/RT B B OVERALL C C 28 TABLE 7 Short Range (2009) LemayNine Peak Hour Operation With Current Geometry Intersection Movement Level of Service AM PM Lemay/Vine with background traffic (signal) EB LT C F EB T/RT C D EB APPROACH C D WB LT C F WB T/RT D C WB APPROACH D D NB LT/T/RT B D SB LT/T/RT C C OVERALL C D Lemay/Vine with total traffic (signal) EB LT C F EB T/RT C D EB APPROACH C E WB LT C F WB T/RT E D WB APPROACH D E NB LT/ T/RT B E SB LT/T/RT C C OVERALL C D 27 40/105 —14 150/340 —� 70/90 L0 c)�e � o rn Lo145/150 co °) ---a— 280/210 115/75 0 0 Lo Lo Lo N 00 (V O LO d C7 It AM/PM A& N Vine Drive SHORT RANGE (2009) BACKGROUND PEAK HOUR TRAFFIC Figure 12 >%a) E �Q cLo 145/150 o N Lo °' �— 280/210 )°' l^ f 1 115/75 40/105 150/340 70/90 o Lo to Cl co N o t U') C7 tt AM/PM SHORT RANGE (2009) TOTAL PEAK HOUR TRAFFIC A& N Vine Drive Figure 13 26 • Douglas Road Morningstar Way Brightwater Drive Richards Lake Road Country Club Road —' I 1 F- LONG RANGE (2025) GEOMETRY 25 Figure 11 Douglas Road Morningstar Way Brightwater Drive Richards Lake Road Country Club Road —� SHORT RANGE (2009) GEOMETRY 24 Lind (DU c ham- o w A& N Figure 10 Geometry Figure 10 shows a schematic of the short range (2009) geometry. In the City of Fort Collins, left -turn lanes are required on arterial streets. It is assumed that as developments are built left -turn lanes into the access will also be built. Figure 11 shows a schematic of the long range (2025) geometry at key intersections. Lemay/Vine Intersection The City requested that the Water's Edge impact on the Lemay/Vine intersection be assessed. The short range (2009) background traffic at the Lemay/Vine intersection is shown in Figure 12. This was taken from the short range (2009) total traffic from the Boma Farm TIS. The Water's Edge site generated was added to determine the short range (2009) total traffic and is shown in Figure 13. To be conservative all the. Water's Edge site generated traffic utilizing Country Club Road was added to the Lemay/Vine intersection. Currently, the Lemay/Vine intersection has one approach lane on Lemay Avenue and eastbound and westbound left -turn lanes on Vine. The Lemay/Vine intersection was analyzed both with and without the Water's Edge site generated traffic. As shown in Table 7, the Lemay/Vine intersection will operate below the City standards during the afternoon peak hour with and without the Water's Edge site traffic. Calculation forms are provided in Appendix H. The increase in delay related to site traffic isgreater than 2 percent. Therefore, the impact of the site generated traffic is significant per the City of Fort Collins criteria. Northbound and southbound left -turn lanes would require additional right-of-way and redesign of the railroad crossing. Since, the City of Fort Collins Master Street shows the Lemay/Vine intersection shifted to the north with a future grade separated railroad crossing, purchasing right-of-way and upgrading the crossing would not be reasonable. Restriction of northbound and southbound left -turns during the peak hours has been entertained by the City in other traffic impact studies. Analysis of the Lemay/Vine intersection with the left -turn restrictions is shown in Table 8. Calculation forms are provided in Appendix H. The Lemay/Vine intersection will operate acceptably in both the morning and afternoon peak hours with northbound and southbound left -turn restrictions. Pedestrian Level of Service Appendix I shows a map of the area that is within 1320 feet of the Water's Edge Development. There will be four pedestrian destinations within 1320 feet of the Water's Edge Development. These are: 1) the residential area (Hearthfire) to the west of the site, 2) the residential area (Serramonte) to the north of the site, 3) the residential area (Lind) to the east of the site, and 4) the residential 23 Roundabout Analysis A resolution of the Fort Collins City Council requires a roundabout analysis at arterial/arterial and arterial/collector intersections. A roundabout analysis was requested at the Turnberry/Richards Lake and Turnberry/Country Club intersections and is addressed in this section of the TIS. Tables 3, 4, 5 and 6 show the volume/capacity (v/c) ratios with roundabout control at the subject intersection for the respective short range (2009) and long range (2025) futures. The Turnberry/Richards Lake and Turnberry/Country Club intersections were analyzed as a single -lane roundabout in the short range (2009) and long range (2025) using the 2000 Highway Capacity Manual. This technique does not calculate level of service or delay to the traffic entering the roundabout. Instead, it provides a v/c ratio for each entering leg. The capacity is expressed as an upper and lower bound. The calculation forms are provided in the respective appendices. Convention would indicate that level of service A is associated with a v/c ratio <-0.60. Correspondingly, the following associations are also reasonable: level of service B - v/c=0.61-0.70; level of service C - v/c=0.71-0.80; level of service D - v/c=0.81-0.90; level of service E - v/c=0.91-1.00; and level of service F - v/c>1.00. The capacity of a roundabout can be increased by providing right -turn bypass lanes when the right -turning volume is sufficiently high to warrant this treatment. The capacity can also be improved by increasing the number of lanes on the approaches and on the circulating roadway. However, increasing the number of lanes does not cause a doubling of the capacity. It is assumed that the level of service for an approach leg (LOS D in a low density mixed use residential area) at a signalized intersection is also acceptable for the approach leg for a roundabout. The roundabout analyses indicate that a single -lane roundabout would provide acceptable operation in the short range (2009) and long range (2025) future for both the Turnberry/Richards Lake and Turnberry/Country Club intersections. Since the entering vehicles on all legs of a roundabout are typically not stopped, the vehicle emissions at a roundabout are less than that at a stop sign controlled or a signal controlled intersection. This is especially true during the non -peak hours. Accidents at ' roundabout intersection are less severe than those at conventional intersections. If roundabouts are built at these intersections, additional right-of-way may be required at all four quadrants of the ' intersections depending upon the ultimate design. A detailed cost estimate is beyond the scope of a transportation impact study. This is more appropriately provided by the roundabout design engineer. It is premature to provide a design and cost estimate unless the City of Fort Collins desires roundabout control at these intersections. It is likely that the annual maintenance costs of a roundabout will be less than that of a signalized intersection. 22 TABLE 6 Long Range (2025) Total Peak Hour Operation Intersection Movement Level of Service AM PM Tumberry/Douglas (stop sign) EB LT A A WB LT A A NB LT B g NB T/RT A B NB APPROACH B B SB LT B g SB T/RT B g SB APPROACH B B Turnberry/Morningstar-Lind (stop sign) EB LT/T/RT B B WB LT/T/RT C C NB LT q A SB LT A A Tumberry/Brightwater (stop sign) EB LT/T B C EB RT B g EB APPROACH B B WB LT/T/RT C C NB LT A q SB LT A A Tumberry/Richards Lake (stop sign) EB LT/T/RT B B WB LT/T/RT D E NB LT A A SB LT A A Tumberry/Richards Lake (roundabout) Rafio;�`„�p� no_nanweru�a} K EB 0.06/0.08 0.04/0.05 WB 0.101012 1 n.1n/n.12 NB 0.19/0.23 0.52/0.62 SB 0.49/0.59 0.32/0.39 Tumbeny/Country Club (stop sign) EB LT/T C F EB RT B g EB APPROACH C F WB LT/T/RT D F NB LT A A SB LT q q Tumberry/Country Club (roundabout) v/c"RahocWWI nw�anow�„nat EB 0.36/0.44 0.50/0.61 WB 0.05/0.06 0.07/0.09 NB 0.17/0.20 0.73/0.89 SB 0.59/0.71 0.48/0.58 21 TABLE 5 Short Range (2009) Total Peak Hour Operation Intersection Movement Level of Service AM PM Turnbery/Douglas (stop sign) EB LT/T/RT A A WB LT/T/RT A A NB LT/T/RT A B SB LT/T/RT A A Tumberry/Morningstar-Lind (stop sign) EB LT/T/RT B B WB LT/T/RT B C NB LT A A SB LT A A Turnberry/Brightwater (stop sign) EB LT/T B C EB RT B q EB APPROACH B B WB LT/T/RT C C NB LT A A SB LT A A Tumberry/Richards Lake (stop sign) EB LT/T/RT B B WB LT/T/RT D E NB LT A q SB LT A A Turnberry/Richards Lake (roundabout) VIC , W6 {upper iiouedllcwer fww�d} ,,` 0.05/0.06 EB WB f0.47/O.56 0.11/0.14 NB 0.53/0.64 SB 0.31/0.37 Turnberry/Country Club (stop sign) EB LT/T C F EB RT B B EB APPROACH C F WB LT/T/RT D f NB LT A A SB LT A A Turnberry/Country Club (roundabout) V/G1is1t10 (ups 6oundllawer 6ou�Mj . `, 0.44/0.54 EB 0.28/0.34 WB 0.06/0.07 0.0710.09 NB 0.16/0.19 0.66/0.80 SB 0.59/0.71 0.44/0.53 20 r] TABLE 4 Long Range (2025) Background Peak Hour Operation Intersection Movement Level of Service AM PM Tumberry/Douglas (stop sign) EB LT A A WB LT A A NB, LT B B NB T/RT A A NB APPROACH A q SB LT B B SB T/RT B B SB APPROACH B B Turnberry/Lind (stop sign) WB LT/RT B B SB LT A A Tumbeny/Brightwater (stop sign) EB LT/T B B EB RT B q EB APPROACH B B WB LT/T/RT B C NB LT A A SB LT A W- Turnberry/Richards Lake (stop sign) EB LT/T/RT B B WB LT/T/RT C D NB LT A A SB LT A A Turnberry/Richards Lake (roundabout) v/c�Ratlo.tuaPerbow_ 1dl+owerbo�u� e. EB 0.05/0.07 0.04/0.05 WB 0.1010.12 0.09/0.11 NB 0.16/0.19 0.43/0.51 SB 0.39/0.47 0.26/0.31 Turnberry/Country Club (stop sign) EB LT/T C F EB RT B B EB APPROACH B F WB Lf/T/RT C F NB LT A q SB LT A A Turnberry/Country Club (roundabout) EB 0.3 100.39 0.44/0.54 WB 0.05/0.06 0.06/0.08 NB 0.14/0.17 0.61 /0.74 SB 0.50/0.60 0.41/0.50 19 r'1 U r� U TABLE 3 Short Range (2009) Background Peak Hour Operation Intersection Movement Level of ServicOA AAA Tumberry/Douglas (stop sign) EB LT/T/RT A WB LTIT/RT A NB LT/T/RT A A SB LT/T/RT A A Tumberry/Lind (stop sign) WB LT/RT B B SB LT. q q Turnberry/Brightwater (stop sign) EB LT/T B B EB RT A A EB APPROACH B B WB LTIT/RT B B NB LT A A SB LT A - Turnberry/Richards Lake (stop sign) A--EB LT/T/RT B B WB LTIT/RT C D NB LT A A SB LT A A Turnberry/Richards Lake (roundabout) .v/c>Raira �ti� i ,`aanower iwur�al EB 0.06/0.07 0.05/0.06 WB 0.11/0.13 0.10/0.12 NB 0.16/0.19 0.43/0.51 SB 0.36/0.43 0.24/0.29 T urnberryiCountry Club (stop sign) EB LT/T C F EB RT B B EB APPROACH B F WB LT/T/RT C E NB LT A A SB LT A A Tumberry/Country Club EB 0.24/0.30 0.39/0.47 WB 0.06/0.07 0.07/0.08 NB 0.13/0.16 0.5410.66 0.488 /0.5 7(roundabout) 0SB 0.44 18 ' Operation Analysis Capacity analyses were performed at the key intersections. The operations analyses were conducted for the short range and long range analysis reflecting a year 2009 and 2025, respectively. ' Using the traffic volumes shown in Figure 5, the key intersections operate in the short range (2009) background condition as indicated in Table 3. Calculation forms for these analyses are provided in Appendix ' D. All the key intersections will operate acceptably. The Turnberry/Country Club intersection calculated delay for the afternoon peak hour eastbound left -turn and approach was commensurate with level ' of service F. This is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. ' Using the traffic volumes shown in Figure 6, the key intersections operate in the long range (2025) background traffic future as indicated in Table 4. Calculation forms for these analyses are provided in Appendix E. All the key intersections will operate acceptably. The Turnberry/Country Club intersection calculated delay for the afternoon peak hour eastbound left -turn and the eastbound and westbound approaches was commensurate with level of service F. This is considered to be ' normal during the peak hours at stop sign controlled intersections along arterial streets. ' Using the traffic volumes shown in Figure 7, the key intersections operate in the short range (2009) total traffic future as indicated in Table 5. Calculation forms for these analyses are provided in Appendix ' F. All the key intersections will operate acceptably. The Turnberry/Richards Lake intersection calculated delay for the afternoon peak hour westbound approach was commensurate with level of service E. The Turnberry/Country Club intersection calculated delay for the ' afternoon peak hour eastbound left -turn lane and the eastbound and westbound approaches was commensurate with level of service F. This is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. Using the traffic volumes shown in Figure 8, the key intersections ' operate in the long range (2025) total traffic future as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. All the key intersections will operate acceptably. The Turnberry/Richards Lake intersection calculated delay for the afternoon peak hour westbound approach was commensurate with level of service E. The Turnberry/Country Club intersection calculated delay for the afternoon peak hour eastbound left -turn lane and the eastbound and ' westbound approaches was commensurate with level of service F. This is considered to be normal during the peak hours at stop sign controlled intersections along arterial streets. 17 6-1 Douglas Road Morningstar Way Brightwater Drive Richards Lake Road Country Club Road 000 ago-10/10 �— 26/30 50/40 A , , V f 1 \ /— (� 10/10 35/15 —� o O 55/90 `20 g 6 Go N G07 N O N o w LO 5/5 N N ' �.-- NOM. 40/25 55/35 `/— 1 (� I I NOM. —�► 80/50 m co cli No r' 1w LO CD O NN 0 L 30/20 —� } r NOM. —G•- 75/30 o LO o Z5 V N M Ln �10/10 LO ono rs �— NOM. + —100/70 5/5 7-7 777 NOM. —i I I I 40/35 —y v> o 0 :!t `I o� am om N oL N N to C� N 5/5 —15110 �— 35/25 (05/280 --)� 1 T r 5/15 ,n O o 205/205 C64 o LONG RANGE (2025) TOTAL PEAK HOUR TRAFFIC Lind AM/PM Rounded to Nearest 5 Vehicles Figure 9 16 �5/5 5/15 15/25 A , , v Douglas Road sro� � } 20/10 —� 40/85 — y �n o 'n O " O N Nco Morningstar Way Brightwater Drive Richards Lake Road Country Club Road +�(D za O Cl) a $ 5/5 + �- NOM. 70/45 f 30/15 —,/ `� 1 r NOM. 75/30 o o �' °' °D N N L CC N MN 6 oo o O 10/10 f- NOM. --100no / 5/5 �l NOM. 40/35 o 0 tD ato m v1 O mf, N 515 N v �n f- 1/10 5/25 85/255 `�;5/10 1 (� 5/15 —i o 0 0 125/125 " " LO 0 0 �V SHORT RANGE (2009) TOTAL PEAK HOUR TRAFFIC Lind -aAM/PM Rounded to Nearest 5 Vehicles Figure 8 15 m 0 U ,a N Douglas Road 21174 N f0 � O (D Of N � r N i Morningstar Way Lind 53/34 80/51 C W Cm N N N ) 1 Brightwater Drive � 25/14 37/21 v rn C4 �- N N C r Richards Lake Road CN AM/PM co"t CD 0 N GD 9/33 r rn ti Country Club Road N SITE GENERATED PEAK HOUR TRAFFIC Figure 7 14 r1 U reviewing the NFRRTP and various traffic studies prepared for this area of Fort Collins. The other traffic studies in this area are the Maple Hill, Lind Property, and Boma Farm Property. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 7 shows the site generated peak hour traffic assignment of the Water's Edge Development site. Figures 8 and 9 show the short range (2009) and long range (2025) total (site plus background) peak hour traffic at the key intersections with the development of the Water's Edge Development. Signal Warrants As a matter of policy, traffic signals are not installed at. any location unless warrants are met according to the Manual on Uniform Traffic Control Devices (MUTCD). There are eight signal warrants in the MUTCD. The peak hour warrant is the one that is the easiest to predict in a transportation impact study, since these are analysis periods that are typically included in a transportation impact study. While a peak hour signal warrant would not be used to warrant a signal at this location, it would give a reasonable indication whether other signal warrants would be met. The peak hour warrant sheets are provided in Appendix C for the Turnberry/Country Club and Turnberry/Richards Lake intersections. Using the short range (2009) total tdetermined that peak hour signal warrants Turnberry/Country Club intersection in However, it is not likely that any other ' at the Turnberry/Country Club intersecti signal is not recommended at Turnberry/C( the short range future. peak hour traffic, it was will likely be met at the the afternoon _peak hour. .signal 7arran.t would b.0 .- o----- ..v �.a uiue 1. on. Therefore, a traffic )untry Club intersection in Using the long range (2025) background and total peak hour traffic, it was determined that peak hour signal warrants will likely be met at the Turnberry/Country Club intersection in the afternoon peak hour. However, it is not likely that any other signal warrant would be met at the Turnberry/Country Club intersection. Therefore, a traffic signal is not recommended at Turnberry/Country Club intersection in the long range future. Using the long range (2025) total peak hour traffic, it was determined that peak hour signal warrants will not likely be met at the Turnberry/Richards. Lake intersection. Therefore, a traffic signal is not recommended at the Turnberry/Richards Lake intersection in the long range future. 13 Douglas Road 10/10 A& --- 20/30 A , /— 45/30 ' V 10/10 —� } 35115 —.- o n n 35/15 v v o 0 N N 0 M cu N N LO O 5/5 L' + /-40/25 L wo E N LO Ln N r- Brightwater Drive Richards Lake Road Country Club Road N N n o a 515 NOM. 70/45 5/5 NOM. -+ o v� o 35/10 �' 0D N N N O N N Ln c v 10/10 �-- NOM. �---100/70 515 4' 1 NOM. I I I 40/35 n o 0 `o. N N m� 00 m�r N o m �n 515 N 0) U) �._ 15/10 35/25 95/245 5/15 —� to o 0 205/205 N n o LONG RANGE (2025) BACKGROUND PEAK HOUR TRAFFIC Lind AM/PM Rounded to Nearest 5 Vehicles Figure 6 12 Douglas Road LO LO 5/5 5/15 — 10/15 5/0 20/10 20/10 N U) O h O n cc �Ln CO 'Q v L O N n v � N On W Brightwater Drive Richards Lake Road Country Club Road LO m N N 5/5 o N u' -�— NOM. !� 70/45 5/5 l (� NOM. —� co o u� o 35/10 Ln NLO O N h N N ` Ln c 10/10 NOM. —100/70 5/5 NOM. 40/35 o ^�to N 'n N Ln 5/5 N M N1 f 15/10 35/255 75/225 1 (" 5/15 —+ 125/125 0 LO o v oLn � N SHORT RANGE (2009) BACKGROUND PEAK HOUR TRAFFIC N Lind �•-- AM/PM Rounded to Nearest 5 Vehicles Figure 5 11 I TRIP DISTRIBUTION Figure 4 10 No Text III. PROPOSED DEVELOPMENT The Water's Edge Development is located in the northwest quadrant of the Turnberry/Brightwater intersection in Fort Collins. Figure 3 shows a site plan of the Water's Edge Development. The short range analysis (year 2009) includes development of the Water's Edge Development and an appropriate increase in background traffic due to normal growth and other potential developments in the area. The long range analysis year is 2025. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contained in Trip Generation, 7`�' Edition, ITE, was used to estimate trips that would be generated by the proposed/expected uses at this site. Table 2 shows the expected trip generation on a daily and peak hour basis. TABLE 2 Daily and Peak Hour Trip Generation Code se U= Size MH PM Peak HourAVDE .:, c.. .. ;' •. - ...:. _ _ . ;: ?. Ra(e Trips Rate In Rate .Out Rate ;` In Rate Out :. 210 Single Family Detached 276 D.U. 9.57 2640 0.19 52 0.56 155 0.64 177 0.37 102 230 Townhomes 113 D.U. 5.86 630 0.07 8 0.37 40 0.35 38 0.17 18 Total 3270 60 195 215 120 Trip Distribution ' Trip distribution for the Water's Edge Development was estimated using recent traffic studies in the area, knowledge of the existing and planned street system, development trends, and engineering judgment. Figure 4 shows the trip distribution used in the following ' analyses. The trip distribution analysis was discussed and agreed to in the scoping meeting. ' Background Traffic Projections ' Figures 5 and 6 show the respective short range (2009) and long range (2025) background traffic projections. Background traffic projections for the short range future horizon were obtained by t Pedestrian Facilities Pedestrian facilities in this area are sporadic. Sidewalks exist along Brightwater Drive and the north side of Richards Lake Road. There is sidewalk along the eastside Turnberry between Richards Lake and Brightwater. When the area roads are built to arterial standards, sidewalks will be included in the respective cross sections. Sidewalks will be incorporated within and adjacent to this development. Bicycle Facilities Bicycle lanes exist within the cross section of Turnberry Road, Richards Lake Road and Brightwater Drive. The Fort Collins Bike Map shows that all of the key streets as "streets with bike lanes." Transit Facilities Currently, this area of Fort Collins is not served by Transfort. 7 0 TABLE 1 Current Peak Hour Operation Intersection Movement . Level of Service AM PM Tumberry/Douglas (stop sign) EB LT/T/RT A A WB LT/T/RT A A NB LTlf/RT A A SB LT/T/RT A A Tumberry/Brightwater (stop sign) EB LT/T A A EB RT A A EB APPROACH A A WB LT/T/RT A A NB LT A A SB LT/T/RT A A Tumbery/Richards Lake (stop sign) EB LT/T/RT A A WB LT/T/RT B B NB LT/T/RT A A SB LT/T/RT A A Turnberry/Country Club (stop sign) EB LTIT/RT A B WB LT/T/RT A B NB LT A A SB LT/T A A L2/1 ova — 5/15 9/12 Douglas Road vo 18/9 —.- 18/8 --4 a a 0 C —� � U c 0 H N M 1/1 O 3/1 Brightwater Drive 2/1 0/0 35/10 N v N �O o ; o 1/0 25 �— on 8/5 r 1 Richards Lake Road 1/1 1 0/0 11/15co �t; co0/1 n N of 0/3 0/1 31/96 (� 0/1 -1-- 112/113 —y ooi m a, Country Club Road ` RECENT PEAK HOUR TRAFFIC 5 AM/PM Figure 2 • Richards Lake Road is south of .the Water's Edge Development site. It is an east -west street designated as a two-lane arterial on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section. At the Turnberry/Richards Lake intersection, Richards Lake Road has the eastbound and westbound approaches in a single lane. The existing speed limit in this area of Richards Lake Road is 35 mph. Brightwater Drive is south (adjacent) of the Water's Edge Development site. It is an east -west street designated as a two-lane collector street on the Fort Collins Master Street Plan. Currently, it has a two-lane cross section. At the Turnberry/Brightwater intersection, Brightwater Drive has the eastbound and westbound approaches in a single lane. The existing speed limit in this area of Brightwater Drive is 35 mph. Douglas Road is north of the Water's Edge an east -west street designated as a two-lane Collins Master Street Plan. Currently, it has a At the Turnberry/Douglas intersection, Douglas and westbound approaches in a single lane. The this area of Douglas Road is 40 mph. Existing Traffic Recent peak hour traffic count are shown in Figure 2. The traffic collected in August and September provided in Appendix A. Existing Operation Development site. It is arterial on the Fort two-lane cross section. Road has the eastbound existing speed limit in s at the key existing intersections data for the key intersections was 2005. Raw traffic counts are The counted intersections were evaluated using techniques provided in the 2000 Highway Capacity Manual. using the peak- h: , ' {� h-.-- 7 c..,..... ui �.i diilC Slav in Figure 2, the peak hour operation is shown in Table 1. Calculation forms are provided in Appendix B. The key intersections operate acceptably overall during both the morning and afternoon peak hours. At unsignalized intersections, acceptable operation is considered to be at level of service F for any approach leg for an arterial/collector or arterial/local intersection and level of service C for any approach leg for a collector/local intersection. A description of level of service for signalized and unsignalized intersections from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix B. 4 0 F7 N Douglas Road l U Waters Edge 1� aJ g' .i 1l Richards Lake Country Road m c Q Mountain Vista v 0 o: m c_ •L .a E OIiMIC:-1--=zvvu SITE LOCATION Figure 1 3 • • II. EXISTING CONDITIONS The location of the Water's Edge Development is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily residential or agricultural. ' There are residential uses to the north and south of the site. The Fort Collins Country Club Golf Course is south of the site. The center of Fort Collins lies to the southwest of the proposed Water's Edge ' Development. Land adjacent to the site is flat (<2% grade) from a traffic operations perspective. Water's Edge Development is in an area termed "low density mixed -use residential." Roads The primary streets near the Water's Edge Development site are Turnberry Road, Country Club Road, Richards Lake Road, Brightwater Drive, and Douglas Road. The following descriptions are based upon a site visit and the Fort Collins Master Street Plan. Based upon other transportation impact studies in this area, some streets (notably Richards Lake Road and Brightwater Drive) may be "over -classified." It is recommended that the City reevaluate the classification of these and other streets in this area of Fort Collins. Turnberry Road (CR11) is to the east (adjacent) of the Water's Edge Development site. It is classified as a two-lane arterial according to the Fort Collins Master Street Plan. Currently, Turnberry Road Avenue has a two-lane cross section. At the Turnberry/Country Club intersection, Turnberry Road has a northbound left -turn lane, a through lane in each direction and southbound right -turn lane. The Turnberry/Country Club intersection has stop sign control on Country Club Road. At the Turnberry/Richards Lake intersection, Turnberry Road has the northbound and southbound approaches in a single lane. The Turnberry/Richards Lake intersection has stop sign control on Richards Lake Road. At the Turnberry/Brightwater intersection, Turnberry Road has the northbound and southbound approaches in a single lane. The Turnberry/Brightwater intersection has stop sign control on Brightwater. At the Turnberry/Douglas intersection, Turnberry Road has the northbound and southbound approaches in a single lane. The Turnberry/Douglas intersection has stop sign control on Turnberry Road. The existing speed limit in this area of Turnberry Road is 40 mph. Country Club Road is to the south of the Water's Edge Development site. It is classified as a two-lane collector according to the Fort Collins Master Street plan. Currently, Country Club Road has a two-lane cross section. At the Turnberry/Country Club intersection, Country Club Road Avenue has the eastbound and westbound approaches in a single lane. The existing speed limit in this area of Country Club Road is 35 mph. 4 I. INTRODUCTION ' This full transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Water's Edge Development. The proposed Water's Edge Development is ' located in the northwest quadrant of the Turnberry/Brightwater intersection in Fort Collins, Colorado. ' During the course of the analysis, numerous contacts were made with the project engineering consultant (Stantec Consulting Inc.), the project planner (Vignette Studios), the project owner/developer (Skyland Meadows Development, Ltd.), and the City of Fort Collins staff. This study generally conforms to the format set forth in the Fort Collins ' transportation impact study guidelines as contained in the "Larimer County Urban Area Street Standards" (LCUASS). A Base Assumptions Form and related information are provided in Appendix A. The study involved the following steps: ' _ Collect physical, traffic, and development data; Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants; - Conduct level of service evaluation of pedestrian, bicycle, and ' transit modes of transportation. 1 LIST OF FIGURES Figure Page 1. Site Location ........................................ 3 2. Recent Peak Hour Traffic ............................. 5 3. Site Plan ............................................ 9 4. Trip Distribution .................................... 10 5. Short Range (2009) Background Peak Hour Traffic ...... 11 6. Long Range (2025) Background Peak Hour Traffic ....... 12 7. Site Generated Peak Hour Traffic ..................... 14 8. Short Range (2009) Total Peak Hour Traffic ........... 15 9. Long Range (2025) Total Peak Hour Traffic ............ 16 10. Short Range (2009) Geometry .......................... 24 11. Long Range (2025) Geometry ........................... 25 12. Short Range (2009) Background Peak Hour Traffic ...... 26 13. Short Range (2009) Total Peak Hour Traffic ........... 26 APPENDIX A Base Assumptions Form/Peak Hour Traffic Counts B Current Peak Hour Operation/Level of Service Descriptions C Signal Warrants D Short Range Background Traffic Operation E Long Range Background Traffic Operation F Short Range Total Traffic Operation G Long Range Total Traffic Operation H Lemay/Vine Short Range Traffic Operation I Pedestrian Level of Service Worksheets TABLE OF CONTENTS Page I. Introduction ......................................... 1 II. Existing Conditions 2 Land Use2 Roads 2 Existing Traffic ..................................... Existing Operation ................................... 4 Pedestrian Facilities ................................ 7 Bicycle Facilities 7 Transit Facilities ................................... 7 III. Proposed Development 8 Trip Generation ...................................... 8 Trip Distribution 8 ........... Background Traffic Projections 8 Trip Assignment .13 Signal Warrants .................................. .•... 13 Operation Analysis . 17 Roundabout Analysis .................................. 22 Geometry...................................... 23 Lemay/Vine Intersection .............................. 23 Pedestrian Level of Service .......................... 23 Bicycle Level of Service ............................. 29 Transit Level of Service ............................. 29 IV. Conclusions .......................................... 30 LIST OF TABLES Table Page 1. Current Peak Hour Operation .......................... 2. Trip Generation 6 3. ..... Short Range (2009) Background Peak Hour Operation .... 8 18 4. Long Range (2025) Background Peak Hour Operation 19 5. Short Range (2009) . Total Peak Hour Operation ......... 20 6. Long Range (2025) Total Peak Hour Operation ......... 21 7. Short Range (2009) Lemay/Vine Peak Hour Operation With Current Geometry ..................... 27 8. Short Range (2009) Lemay/Vine Peak Hour Operation With No NB/SB left Turns .................. 28 WATER'S EDGE DEVELOPMENT TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO OCTOBER 2005 Prepared for: Skyland Meadows Developments, Ltd. 7400 East Crestline Circle, Suite 230 Greenwood Village, CO 80111 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034