The URL can be used to link to this page

Home My WebLink AboutAIRPARK VILLAGE - ODP - 16-05A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYFull Report Page 3 of 3 CAPACITY AND LOS WORKSHEET 9- Generalinformation`: Project Description . $FG'c_Ti�iTYS':P."_M"> .,t,,,�`y Ca ace Anal sis- T-.z ; �£,' . t..w.x.. M;-}�. F ,., nF, a s..+d: ":.�.:1 �4,R� by t+ _fi'.$.D' - a u», r- 3.w. s + ,.x':n `F.' �c£ z:i.s`..s'zk.n.'i EB WB NB SIB Lane group L T R L T R L T R L T R Adj. flow rate 276 2357 250 459 1668 179 332 515 255 439 770 413 Satflowrate 3471 5124 1599 3471 5124 1599 3471 3582 1599 3471 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.13 0.43 0.56 0.14 0.44 0.63 0.20 0.20 0.34 0.14 0.26 0.39 Lane group cap. 453 2228 890 483 2272 1001 508 716 542 483 934 626 v/c ratio 0.61 1.06 0.28 0.95 0.73 0.18 0.65 0.72 0.47 0.91 0.82 0.66 Flow ratio 0.08 0.46 0.16 0.13 0.33 0.11 0.14 0.16 0.13 0.21 0.26 Crit. lane group N y N y N N N N N y N N Sum flow ratios 0.87 Lost time/cycle 10.00 Critical v/c ratio 0.95 Lam a Grou Ca acit ontrol Dela an iALOSrDefeHM nat on EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 276 2357 250 459 1668 179 332 515 255 439 770 413 Lane group cap. 453 2228 890 483 2272 1001 508 716 542 483 934 626 v/c ratio 0.61 1.06 0.28 0.95 0.73 0.18 0.65 0.72 0.47 0.91 0.82 0.66 Green ratio 0.13 0.43 0.56 0.14 0.44 0.63 0.20 0.20 0.34 0.14 0.26 0.39 Unif. delay dl 47.2 32.5 13.4 49.1 26.4 9.1 45.2 43.0 29.9 48.8 40.0 28.7 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 6.0 36.6 0.8 30.3 2.1 0.4 6.4 6.1 2.9 23.6 8.2 5.4 PF factor 1.000 0.487 1.000 1.000 0.469 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 53.2 52.4 14.2 79.4 14.5 9.4 51.7 49.1 32.8 72.4 48.2 34.1 Lane group LOS D D B E B A D D C E D C Apprch. delay 49.2 27.0 46.1 51.2 Approach LOS D C D D Intersec. delay 42.7 Intersection LOS D HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f Full Report Page 2 of 3 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET 5 � F Y j '*.# `i<h yC �4 �e%) 'Yi%� 9f y Tfi i--i' w* T Ja L.�q.}+ 3-. t General�lnfocmation3.a� f�.yY.3F�fi�^�'n.,,#}v�nei �t_.lci.�^h1�3{v"NT. Project Description `_'M°'-A'�'�4:�� VOIOrrie i Ad d�rs.. w2` �+.m, ustmen �. ~mow'} ,�» s �a,� +z. u'f a. �- A F5 R ti�.r'� <,t EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 270 2310 245 450 1635 175 325 505 250 430 755 405 PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow Rate 276 2357 250 459 1668 179 332 515 255 439 770 413 Lane Group L T R L T R L T R L T R Adj. flow rate 276 2357 250 459 1668 179 332 515 255 439 770 413 Prop. LT or RT 0.000 1 -- 0.000 0.000 - 0.000 0.000 0.000 0.000 - 0.000 tm aae5z ,�3� 3aturat on Flow Ratec. s�z . ' a � �t � t` € xt r r ygt z._`i. � € Basesatflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 2 3 1 2 3 1 2 2 1 2 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0,990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 0.971 0.908 1.000 0.971 0.908 1.000 0.971 0.952 1.000 0.971 0.952 1.000 fLT 0.950 1.000 0.950 1.000 - 0.950 1.000 - 0.950 1.000 - Secondary fLT 0.530 - - fRT -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 fLpb 1.000 1.000 1.000 1.000 - 1.000 1.000 -- 1.000 1.000 -- fRpb - 1.000 1.000 -- 1,000 1.000 1.000 1.000 -- 1.000 1.000 Adj.satflow 3471 5124 1599 3471 5124 1599 3471 3582 1599 3471 3582 1599 Sec. adj. satflow -- 1937 - - Full Report Pagel of 3 I i I 11 11 11 I I I I I FULL REPORT "`:_-,+i,- .GenerJralslnformation,_�,;;".� Analyst GC Intersection MULBERRY & TIMBERLINE Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period PM Analysis Year LT W^'4FPY.ec :'.. .� 'xM1v IIil y� iF-ii ii i- ryice' ,,[y�ST.V 'G1 Intersection. G• Yr +-t:�.[_ } j':S i-3t� �»°ht•."`VFt�M1�i..F.'8 -r '}.M `u 'a' �x ryy;;- f . 'il -+5•�G5 y{, y�y i. b 'e++'[x %.��'iyvj$Axn.�}(�{��i�2i�a�3r r.. �".y.�'ai'f'Y�.h�Y�)V ..`!{4�e�Ta.� n `_ ��..5�'.. Grade = 0 1 J2 2 Grade = 0 Shvir North Arras T 2 ' 3 -i 3 ~� =L i z = TR Grade = 0 L T I 111 = IT = L R T1 ' Grade = 0 Y= L T R 2 2 1 AUolume and T.�min rin ut, - ✓.,f•' s.,. "S 'N ,�{ Air, .. i t%b! nN` V`a7. FT•(Lt^ .ri-' �`.k 11 'fib / x' w c a`i TM' t"i�^.{�'�eV ,. r. `� > '2i . r>*. fit 'T ^F". " i' It "e r EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume(vph) 270 2310 245 450 1635 175 325 505 250 430 755 405 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0.98 0.98 0.98 0.98 0.98 10.98 0.98 0.98 0.98 0.98 0.98 0.98 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 5 3 4 5 3 3 4 3 4 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only Thru & RT WB Only 04 SB Only NS Perm NB Only 08 G= 15.0 G= 35.0 G= 16.0 G= G= 16.0 G= 14.0 G= 9.0 G= Timing Y= 0 Y= 0 Y= 5 Y= Y= 0 Y= 0 Y= 5 Y= Duration of Analysis hrs = 0.25 C Cy(Length C = 115.0 '' IFull Report Page 3 of 3 CAPACITY AND LOS WORKSHEET "''�«fi. %sT'L34EPff.E"�"hF ., wR�"4'�. � r J= � z ,•�-; L,.K. -i}" .�' s'. y'" i'F'rx' ''S'a} 3 General; R rmation Project Description ':`Ek sffi'''^" COS Anal - a ,stss,_ ..,�mqr q� ,'sac M . ,�>" e r 1t �tiww4 ..- _� ,t, b't 3 x t v iTS ,: .rc. _ �, _ s } v_ �a EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 286 1281 158 194 2311 316 316 556 168 163 520 179 Satflowrate 3471 5124 1599 3471 5124 1599 3471 3582 1599 3471 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.13 0.43 0.56 0.14 0.44 0.63 0.20 0.20 0.34 0.14 0.26 0.39 Lane group cap. 453 2228 890 483 2272 1001 482 716 542 483 934 626 v/c ratio 0.63 0.57 0.18 0.40 1.02 0.32 0.66 0.78 0.31 0.34 0.56 0.29 Flow ratio 0.08 0.25 0.10 0.06 10.45 0.20 0.16 0.11 10.05 0.15 j 0.11 Crit. lane group Y N N N Y N N Y N Y N N Sum flow ratios 0.74 Lost time/cycle 10.00 Critical v/c ratio 0.81 L-ane;Grou �Ca` aci �•zCont�o �D le a�`�andLO'S�Dete mr nationh�x�'��"� ��'��'�`�z�f; EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 286 1281 158 1 194 12311 316 316 556 168 163 520 179 Lane group cap. 453 2228 890 483 12272 1001 482 716 542 483 934 626 v/c ratio 0.63 0.57 0.18 0.40 1.02 0.32 0.66 0.78 0.31 0.34 0.56 0.29 Green ratio 0.13 0.43 0.56 0.14 0.44 0.63 0.20 0.20 0.34 0.14 0.26 0.39 Unif. delay d1 47.4 24.5 12.5 45.1 32.0 10.0 44.6 43.6 28.1 44.7 36.8 24.0 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 6.5 1.1 0.4 2.5 23.3 0.8 6.8 8.1 1.5 1.9 2.4 1.1 PF factor 1.000 0.487 1.000 1.000 0.469 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 53.9 113.0 113.0 47.6 138.3 10.8 51.4 51.7 29.5 46.6 39.1 25.1 Lane group LOS D I B B D I D B D I D C D D C Apprch. delay 19.8 35.9 48.0 37.6 Approach LOS B D D D Intersec. delay 33.8 Intersection LOS C HCS200JM Copyright ® 2000 University of Florida, All Rights Reserved Version 4. I f Full Report i VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description Page 2 of 3 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 280 1255 155 190 2265 310 310 545 165 160 510 175 PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow Rate 286 1281 158 194 2311 316 316 556 168 163 520 179 Lane Group L T R L T R L T R L T R Adj. flow rate 286 1281 158 194 2311 316 316 556 168 163 520 179 Prop. LT or RT 0.000 -- 0.000 0.000 -- 0.000 0.000 i -- 0.000 0.000 -- I0.000 Base satflow 1900 1900 11900 1900 11900 1900 11900 1900 11900 11900 1900 11900 Num. of lanes 2 3 1 2 3 1 2 2 1 2 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.060 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 0.971 0.908 1.000 0.971 0.908 1.000 0.971 0.952 1.000 0.971 0.952 1.000 f-T 0.950 1.000 -- 0.950 1.000 - 0.950 1.000 - 0.950 1.000 -- Secondary IT -- -- 0.473 - -- fRT -- 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 - 1.000 1.000 -- fRpb -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 Adj.satflow 3471 5124 1599 3471 5124 1599 3471 3582 1599 3471 3582 1599 Sec. adj. satflow -- - 1728 -- -- Full Report Page 1 of 3 I LI I I I 11 I 11 ,1 I I I r FULL REPORT General Informs it on�,r;x, ..r Svc''' Site Information.). 7 __. ,s a1a. nx ,a=, . Analyst Agency or Co. Date Performed Time Period GC 1211812007 AM Intersection MULBERRY & TIMBERLINE Area Type All other areas Jurisdiction Analysis Year LT x� ��»„t Intersection Geomet y.' 'z . �° ` ' '3�-5exs�'".Sae ��. :'k 2KiN'4.at{1ti.. ::., W �" ' ' �'`` N " :-.. ..cM'k "{.�.i:S.`..sz a. .a1:.'..+S:x'... u:r, x1+:4":"�':?F.i:"^'_ ... ..,:a .€.,: Grade = 0 z 3 -i' Grade= 0 1 I22 f 2 2 1 Grade = 0 Shvx North Atmty =T _ R 3 Y� =L 2 •� =TR y = LT `111 =LR Grade = 0 Y= L T R 1Volumeaan;imm ,In EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 280 1255 155 190 12265 310 310 545 165 160 510 175 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 10.98 0.98 0.98 0.98 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 5 3 4 5 3 3 4 3 4 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only Thru 8a RT WB Only 04 SB Only NS Perm NB Only 08 G= 15.0 G= 35.0 G= 16.0 G= G= 16.0 G= 14.0 G= 9.0 G= Timing Y= 0 Y= 0 Y= 5 Y= Y= 0 Y= 0 IY= 5 Y= Duration of Analysis hrs = 0.25 Cycle Length C = 115.0 1 IFull Report Page 3 of 3 CAPACITY AND LOS WORKSHEET Description EB WB NB SB Lane group L TR L T R L T R L T R Adj. flow rate 311 2822 11 2663 132 32 16 11 321 11 474 Satflowrate 3505 5173 133 5176 1615 1426 1900 1615 1805 1900 1615 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.13 0.65 0.52 0.52 0.75 0.08 0.08 0.08 0.26 0.26 0.44 Lane group cap. 446 3339 69 2682 1204 117 155 132 432 501 705 v/c ratio 0.70 0.85 0.16 0.99 0.11 0.27 0.10 0.08 0.74 0.02 0.67 Flow ratio 0.09 0.55 0.08 0.51 0.08 0.02 0.01 0.01 0.01 0.29 Crit. lane group N N N Y N I N N N N N Y Sum flow ratios 0.81 Lost time/cycle 5.00 Critical v/c ratio 0.85 Lane. Gr� ou Ca J � ControlvDela anil LOS D'eterm nation `" M *6 5 ;t R EB WB I NB SB Lane group L TR L T R L T R L T R Adj. flow rate 311 2822 11 2663 132 32 16 11 321 11 474 Lane group cap. 446 3339 69 2682 1204 117 155 132 432 501 705 v/c ratio 0.70 0.85 0.16 0.99 0.11 0.27 0.10 0.08 0.74 0.02 0.67 Green ratio 0.13 0.65 0.52 0.52 0.75 0.08 0.08 0.08 0.26 0.26 0.44 Unif. delay d1 46.0 1,15.2 13.9 26.3 3.9 47.4 46.8 46.7 36.3 30.0 24.7 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 8.7 2.8 4.9 15.8 0.2 5.7 1.3 1.2 11.0 0.1 5.1 PF factor 1.000 0.452 1.000 0.738 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 54.7 9.7 18.8 35.2 4.1 53.1 1 47.9 47.3 30.1 29.8 Lane group LOS D A B D A D i D D C C Apprch. delay 14.2 33.7 50.8 36.8 Approach LOS 8 C D D Intersec. delay 25.2 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f IFull Report Page 2 of 3 I 11 I I I I I I I i I i 1 1 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET -a. `.7 s.. {.<` ar+$2`+'z t"Yz ^L 'ter t .ixV"' y".a 4 General�informatioin�:�:.'� �?�z�4`k�i��°x�.;_._�v�,.�'��';��'.'y�,°:�;,��'��4;`��. Project Description �c-1:+NYC.r t' F"•�.nia^•'"'4:Sfifi.r.r ,a-^p,•-,. volume_Adustmendt�?� ac' a ^FTr r §"�, n r jsaa ,x �a•ar a EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 295 2670 10 10 2530 125 30 15 10 305 10 450 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 311 2811 11 11 2663 132 32 16 11 321 11 474 Lane Group L TR L T R L T R L T R Adj. flow rate 311 2822 11 2663 132 32 16 11 321 11 474 Prop. LT or RT 0.000 1 -- 0.004 0.000 -- 0.000 0.000 -- 0.000 0.000 -- 0.000 ,^y�,y E -i'S 4� 7`4" SaturatronFlowRate�� t�:�,N+�.ara, `P91:11 ,Te' m: �`�, v. ai�h _ . ;..ux.� ' �K% f '3 .. -+�i 3'h.Y'`y'• ,$t. _ ;4 n Basesatflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 2 3 0 1 3 1 1 1 1 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 0.971 0.908 1.000 0.908 1.000 1.000 1.000 1.000 1.000 1.000 1.000 f -T 0.950 1.000 -- 0.070 1,000 -- 0.750 1.000 -- 0.950 1.000 -- Secondary fl-T - -- - 0.672 -- fRT - 0.999 -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- fRpb -- 1.000 - 1.000 1.000 - 1.000 1.000 -- 1.000 1.000 Adj.satflow 3505 5173 133 5176 1615 1426 1900 1615 1805 1900 1615 Sec. adj. satflow - - - 1276 Page 1 of 3 IFull Report I I I 11 I 11 I I 11, i 11 I I 11 I I I FULL REPORT 9'i f e- �� ffi fo- i 5ii I P NEW Analyst GC Intersection MULBERRY & LINK Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period PM Analysis Year LT RM iV 11M, ME 9v R I Grade = 0 Grade = 0 Shum North Arrow T 2 R 3 L 0 T R Grade= 0 LT LR Grade = 0 LTR W M1 �me,,a M it -0 1 �ng, I irp Uti d EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 295 2670 10 10 2530 125 30 15 10 305 10 450 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr I I I Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only EW Perm 03 04 SB Only NS Perm 07 08 G = 14.0 G = 57.0 G = G = G = 20.0 G = 9.0 G = G = Timing Y= 0 IY= 5 Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis (hrs)= 0.25 Cyc(eLen qthC= 110.0 7 IFull Report Page 3 of 3 i 1 1 1 1 1 1 1 1 1 r CAPACITY AND LOS WORKSHEET >'�#SA'4.i' :Tr>ir gym- in 3g14'f:+r?j-xr 'iTL.; " n• i§C'k�c..x,r-az ROW General,ln ormatton;�-�. r ��',��:.. �. �7,� � ..� � ��_�� .:�.��z �-��;��•. 4r yam, _ ..<-_ <ih -.F.�T+1Y..4•r...R'(..a<.i: t'£i5.: a�3's FSY.tiF2'�f.h 'uvh9.iJ^e'3..�v. ..� ?tr...�...r-�..:-,.R\i1f1h *. e.4.:. ...h ...s 1a '�.,R�i% Project Description �"�14-.i'`..�o�y�yz..'yP'-3}5 +,. z'v Ca aci }Anal sis a ? "W' ; W� 4 f'm'r�4 `i '+^ �s �,� �,'i�� ° ��` -3*. EB WB NB SB Lane group L TR L T R L T R L T R Adj. flow rate 553 2000 11 2542 116 21 11 11 142 5 153 Satflow rate 3505 5169 179 5176 1615 1434 1900 1615 1426 1900 1615 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.23 0.73 0.50 0.50 0.50 0.18 0.18 0.18 0.18 0.18 0.45 Lane group cap. 797 3759 90 2588 808 261 345 294 259 345 734 v/c ratio 0.69 0.53 0.12 0.98 0.14 0.08 0.03 0.04 0.55 0.01 10.21 Flow ratio 0.16 0.39 0.06 0.49 0.07 0.01 0.01 0.01 0.10 0.00 0.09 Crit. lane group Y N N Y N N N N Y N N Sum flow ratios 0.75 Lost time/cycle 10.00 Critical v/c ratio 0.82 L ne Grou Ca aci " III ' and L'OSaDetermfination ^` s ip EB WB NB SIB Lane group L TR L T R L T R L T R Adj. flow rate 553 2000 11 2542 116 21 11 11 142 5 153 Lane group cap. 797 3759 90 2588 808 261 345 294 259 345 734 v/c ratio 0.69 0.53 0.12 0.98 0.14 0.08 0.03 0.04 0.55 0.01 0.21 Green ratio 0.23 0.73 0.50 0.50 0.50 0.18 0.18 0.18 0.18 0.18 0.45 Unif. delay d1 39.0 6.7 14.6 27.0 14.8 137.4 37.0 37.1 40.9 36.9 18.1 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 4.9 0.5 2.8 14.0 0.4 0.6 0.2 0.2 8.1 0.1 0.6 PF factor 1.000 0.211 1.000 0.767 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 43.9 1.9 17.4 34.7 15.2 38.0 37.2 37.3 49.0 37.0 18.7 Lane group LOS D A 8 I C B D D D D D B Apprch. delay 11.0 33.8 37.6 33.4 Approach LOS 8 I C D C Intersec. delay 23.4 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f IFull Report Page 2 of 3 I 1 I i 1 I 1 1 1 i 1 I I 1 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET �"�Vit �!S Ge neral'Information;_� . �t *t _✓. �.vj_yS ikw�; ,. ..>r2�'tF'r. �; �, �p�z`�s.;ur-�'.,..��+. �^ ,�+"."`� S,-.'cam'!'*. ro5&54 ra. ti„.� 1a..Nie,.a r�,.r3 Project Description rv: r'•sLv^.ac. s.i n• :SFSe'vh;AFTLr�, Volume;Atl ustment., , 't .''+ yl-'C3i scsy 4 t 'r +4 -t •. 'F itM'.F.�f f { ?- t. s. ig r 1�v_#^ -",y`Y.eE' w zl zd,+sv .iy.N ri:; ats. EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 525 1885 15 10 2415 110 20 10 10 135 5 145 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 553 1984 16 11 2542 116 21 11 11 142 5 153 Lane Group L TR L T R L T R L T R Adj. flow rate 553 2000 11 2542 116 21 11 11 142 5 153 Prop. LT or RT 0.000 0.008 0.000 -- 0.000 0.000 -- 0.000 0.000 -.-- �SSa�Ftlh!!ui`.r*a_kpti_'So_=.n_ Fa lo_Fw;•T•'R`fi_azte-n ram,,,.�. P..r y j."�."_^:'_ x �M'T`,y kl' ,�x,d_Tz_ y; 3 �i, r' n .iF Sj`,` nM't ? � '+ice, t�s >+<. r...�K :.�, < .; - Basesatflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 2 3 0 1 3 1 1 1 1 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLu 0.971 0.908 1.000 0.908 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fl-T 0.950 1.000 -- 0.094 1.000 -- 0.754 1.000 - 0.750 1.000 -- Secondary f-T -- -- - -- fRT -- 0.999 -- 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 -- fRpb - 1.000 - 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 Adj. satflow 3505 5169 179 5176 1615 1434 1900 1615 1426 1900 1615 Sec. adj. satflow -- -- -- Full Report Page I of 3 FULL REPORT &e�r�frifffi-R&rff rait'l6hf,'5�17& A, F'? - Pf)fM%01125 Siti1fifdrigiatidife- WMV77, WINN IKIAW W Ra ; E � �,!wqj,!VO - I ,4 Analyst GC Intersection MULBERRY & LINK Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period AM Analysis Year LT �ntersecitl'o"nv,l �eomeby�,�, w, W CF1, in w� 7-In Grade = 0 Grade = 0 Show North AMKV T 2 r R 3 . .. .. .. . . .. I 3 L TR Grade= 0 = LT LR Grade = 0 L T R ;'g EB WB NB S13 LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 525 1885 15 10 2415 110 20 10 10 135 5 145 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr I I Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G = 25.0 G = 55.0-- G = G = G = 20.0 G = G = G = Y= 0 Y= 5 Y= Y= IY= 5 Y= I Y= Y= Duration of Analysis hrs = 0.25 1Cvcle Lenqth C = 110.0 IFull Report Page 3 of 3 CAPACITY AND LOS WORKSHEET /•-'}• ya�3 tit=-fC'e�''+• YZ t 1 3Ft �: Pl sjf,' C �T!'� �i' .00006l:Infocination - �� r s �?" � �^ �R � :;., s.' A 0- ut a �} . Project Description C*^-a aci l4'.,ip'Asnal�is ....: s EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 465 2045 30 465 2085 210 45 1130 622 320 1085 340 Satflow rate 3471 5124 1599 3471 5124 1599 319 3582 1599 3471 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.14 0.36 0.36 0.15 0.37 0.51 0.30 0.30 0.45 0.10 0.40 0.59 Lane group cap. 493 1852 578 514 1884 820 96 11080 719 354 11445 942 We ratio 0.94 1.10 0.05 0.90 1.11 0.26 0.47 1.05 0.87 0.90 10.75 10.361 Flow ratio 0.13 0.40 0.02 0.13 0.41 0.13 0.14 0.32 0.39 0.09 0.30 10.21 Crit. lane group Y N N N Y N N Y N Y N N Sum flow ratios 0.95 Lost time/cycle 10.00 Critical We ratio 1.04 -t 3V .,. ;�. LaneGtou ._Ga aciControl�Dela .: t °C� -n' �-e^�`R'^* L ' F Tn^.+R• iF`u •_`., y �%'..;v. :7^.!'... i •� „ e"f•Ci' G c � ��'' 1 • *rand LOSDeterminationt� EB WB NB SIB Lane group L T R L T R L T R L T R Adj. flow rate 465 2045 1 30 465 2085 210 45 1130 622 320 1085 340 Lane group cap. 493 1852 578 514 1884 820 96 1080 719 354 1445 942 We ratio 0.94 1.10 0.05 0.90 1.11 0.26 0.47 1.05 0.87 0.90 0.75 0.36 Green ratio 0.14 0.36 0.36 0.15 0.37 0.51 0.30 0.30 0.45 0.10 0.40 0.59 Unif. delay d1 48.8 36.6 23.8 48.1 36.3 15.7 32.6 40.1 28.5 51.0 29.3 12.3 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 28.6 55.6 0.2 22.0 56.4 0.8 15.5 40.3 13.2 128.7 3.6 1.1 PF factor 1.000 0.623 1.000 1.000 0.612 1.000 0.985 0.985 1.000 1.000 0.891 1.000 Control delay 77.4 78.4 24.0 70.1 78.7 16.4 47.7 79.8 41.7 79.7 29.8 13.4 Lane group LOS E E C E E B D E D E C B Apprch. delay 77.6 72.5 65.8 35.7 Approach LOS E E E D Intersec. delay 65.3 Intersection LOS E HCS2000'rM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.If Full Report Page 2 of 3 I J I I r 1 I I I VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET t.. b'.mw.+.� General==llnformation �� _ ,<; su�� F'�{�p.'r�iE. ss Project Description Volume Atl'tistrnerit_ RY �� a \; __ ,��N. R EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 465 2045 30 465 2085 210 45 1130 610 320 1085 340 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Adj. Flow Rate 465 2045 30 465 2085 210 45 1130 622 320 1085 340 Lane Group L T R L T R L T R L T R Adj. flow rate 465 2045 30 465 2085 210 45 1130 622 320 1085 340 Prop. LT or RT 0.000 - 0.000 0.000 -- 0.000 0.000 0.000 0.000 - 0.000 eQ:gj'.SF{Ya'sS'R" . �t.�iw'P �w •�.. pfi..a ,.�'� t is 5'} 1 Y._Zp• T'9 T'�S i. � �a� ' vy. "K^� '�^ k.cµry; 'py. t� + T '4Fgtkb�9 �¢ �k�� de �i ii � 1 �r�Fl Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 2 3 1 2 3 1 1 2 1 2 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 0.971 0.908 1.000 0.971 0.908 1.000 1.000 0.952 1.000 0.971 0.952 1.000 f -T 0.950 11.000 - 0.950 1.000 -- 0.170 1.000 - 0.950 1.000 - Secondary fl-T -- - -- fRT - 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 - 1.000 1.000 -- fRpb -- 1.000 1.000 -- j 1.000 1.000 -- 1.000 1.000 1 - 1.000 1.000 Adj. satflow 3471 5124 1599 3471 5124 1599 319 3582 1599 3471 3582 1599 Sec. adj. satflow -- -- -- -- I Page I of 3 IFull Report I 11 I I I I I I I I I j d I I I I FULL REPORT Analyst GC Intersection MULBERRY& LEMA Y Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period PM Analysis Year LT A �"M0ffih�NE�0 P M NiS Grade = 0 1 2 2 Grade = 0 Sham Korth Arrow T 2 1 R 3 3 If L 2 T R Grade= 0 LT y = LR Grade = 0 YLTR 1 2 1 FYuelTWK"UyTvTVdIfidAi EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 465 2045 30 465 12085 210 45 1130 610 320 1085 340 % Heavy veh I I 1 1 1 1 1 1 1 1 1 1 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Actuated (P/A) P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 5 3 4 5 3 4 4 3 4 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr 1 1 4 Bus stops/hr 0 0 t 0 0 0 0 0 0 = 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only Thru & RT WB Only 04 SB Only NS Perm 07 08 G = 16.3 G = 25.2 G = 17.0 G = G= 11.7 G = 34.6 G = G = Timing Y= 0- IY= 0 Y= 5 Y= Y= 0 Y= 5 Y= Y= Duration of Analysis hrs = 0.25 1 Cycle Length C = 114.8 I IFull Report Page 3 of 3 CAPACITY AND LOS WORKSHEET r- r::;,eea�• GeneraliolnfonnaYton� .�; Project Description Ca aci Anal. sis gm-N, . X MR i EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 195 1640 25 490 11915 175 10 930 673 225 860 140 Satflow rate 3471 5124 1599 3471 5124 1599 582 3562 1599 3471 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.12 0.33 0.33 0.18 0.39 0.55 0.29 0.29 0.47 0.11 0.40 0.56 Lane group cap. 407 1680 524 634 12014 879 169 1037 755 392 1442 901 We ratio 0.48 0.98 0.05 0.77 1095 0.20 0.06 0.90 0.89 0.57 0.60 0.16 Flow ratio 0.06 0.32 0.02 0.14 10.37 0.11 0.02 0.26 0.42 0.06 0.24 0.09 Crit. lane group N Y N N N N N N Y Y N N Sum flow ratios 0.81 Lost time/cycle 5.00 Critical We ratio 0.84 ' ,_ Rou" +p L�ane_Grou Ca acit EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 195 1640 25 490 1915 175 10 930 673 225 860 140 Lane group cap. 407 1680 524 634 2014 879 169 1037 755 392 1442 901 We ratio 0.48 0.98 0.05 0.77 0.95 0.20 0.06 0.90 0.89 0.57 0.60 0.16 Green ratio 0.12 0.33 0.33 0.18 0.39 0.55 0.29 0.29 0.47 0.11 0.40 0.56 Unif. delay d1 47.5 38.2 26.4 44.7 33.8 13.1 29.5 39.2 27.7 48.4 27.0 12.0 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 4.0 17.0 0.2 8.9 11.4 0.5 0.7 12.0 15.0 6.0 1.8 0.4 PF factor 1.000 0.675 11.000 1.000 0.568 1.000 0.994 0.994 1.000 1.000 0,892 1.000 Control delay 51.5 42.8 1126.6 53.6 130.6 13.6 30.0 50.9 42.6 54.4 25.9 12.4 Lane group LOS D D C D C B C D D D C B Apprch. delay 43.5 33.8 47.4 29.6 Approach LOS D C D C Intersec. delay 38.6 Intersection LOS D HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 f Full Report Page 2 of 3 11 IL� I 1 11 I VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET x".'�'YG''��'T�"-�''� � Y tii'�'`�'FT £}sT'il%r^h.t& .E ��X{i.2'c� itty�`,,v-,,,,•ppxp roj•�� iss'�},,a_,z'�,�"�ixyt"� fb 't,` tyej., E�.�a.��y�ia.kr Project Description Volume�Ad ustment� � _x . Li1'�'#� fdh a .,.,rv.N sME xr .. INS8z1 'kv,' .5�+ys 3??1t xM? EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 195 1640 25 490 1915 175 10 930 660 225 860 140 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Adj. Flow Rate 195 1640 25 490 1915 175 10 930 673 225 860 140 Lane Group L T R L T R L T R L T R Adj. flow rate 195 1640 25 490 1915 175 10 930 673 225 860 140 Prop. LT or RT 0.000 -- 0.000 0.000 -- 0.000 0.000 -- 0.000 0.000 -- 0.000 F'3SFxA. Ate. .t �"�'£S 9atucatton FIow Rate , fi - W, _ rt 's� , .: X _. Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 2 1 3 1 2 3 1 1 2 1 2 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 0.971 0.908 1.000 0.971 0.908 1.000 1.000 0.952 1.000 0.971 0.952 1.000 IT 0.950 1.000 - 0.950 1.000 -- 0.309 1.000 -- 0.950 1.000 - Secondary f-T -- -- -- - fRT -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 - 1.000 1.000 -- 1,000 1.000 -- 1.000 1.000 -- fRpb 1.000 1,000 - 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 Adj. satflow 3471 5124 1599 3471 5124 1599 582 3582 1599 3471 3582 1599 Sec. adj. satflow - - I Full Report Page 1 of 3 FULL REPORT General"Informafiorr a a"3 � Safe Analyst GC Intersection MULBERRY& LEMAY Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period AM Analysis Year LT Wr & .5nT Intersectron Geomet % ^] k q �r it Grade = 0 J1 Y 2 2 Grade = 0 44-4444-4 Show North Arrow 2 1 R 3 -> t- 3 ~� =L 1 2 T R 1= Grade = 0 V 111 = LT = L R Grade = 0 Y = LTR _ 1 2 1 ^.f^.A'1 iFr��S7eijiTd 1-61 �V,olumeiand�Trmm EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 195 1640 25 490 1915 175 10 930 660 225 860 140 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 5 3 4 5 3 4 4 3 4 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 112.0 12.0 112.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 EB Only Thru & RT WB Only 04 SB Only NS Perm 07 08 G= 13.5 G= 24.2 G= 21.0 G= G= 13.0 G= 33.3 G= G= Timing Y= 0 Y= 0 IY= 5 Y= Y= 0 IY= 5 Y= Y= Duration of Analysis hrs = 0.25 1 lCycle Length C = 115.0 ' Full Report Page 3 of 3 CAPACITY AND LOS WORKSHEET Generalrinfot?mation� v,_:.�., . ��°T Project Description Ca act " Anal. ,StS 1 Kwn l.i Ate,` f 1.J 1:1i A ` �jry�j`rW ��T hoX i*.V iY C 5 C z1 EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 395 126 558 305 21 111 184 663 105 53 442 58 Satflowrate 1787 1881 1599 1787 1881 1599 3471 3582 1599 753 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.43 0.17 0.46 0.43 0.17 0.17 0.17 0.46 0.73 0.29 0.29 0.57 Lane group cap. 679 314 728 586 314 267 579 1632 1173 218 11035 906 v/c ratio 0.58 0.40 0.77 0.52 0.07 0.42 0.32 0.41 0.09 0.43 0.06 Flow ratio 0.07 0.35 0.01 0.07 0.05 0.19 0.07 !.24 .07 0.12 0.04 Crit. lane group N N y N N N y N N N N N Sum flow ratios 0.62 Lost time/cycle 10.00 Critical v/c ratio 0.70 :: '. .. 'l Lane.„Grou _C.a acit Control.Dela C.T`, '.y' 'v -Ts`.:.'. ;;,and LOS Det'ermtnatton rv�a "" � 'Y EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 395 126 558 305 21 111 184 663 105 53 442 58 Lane group cap. 679 314 728 586 314 267 579 1632 1173 218 1035 906 v/c ratio 0.58 0.40 0.77 0.52 0.07 0.42 0.32 0.41 0.09 0.24 0.43 0.06 Green ratio 0.43 0.17 0.46 0.43 0.17 0.17 0.17 0.46 0.73 0.29 0.29 0.57 Unif. delay d1 18.6 33.5 20.5 17.7 31.6 33.6 33.0 16.4 3.4 24.5 26.0 8.8 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 3.6 3.8 7.6 3.3 0.4 4.7 1.4 0.8 0.2 2.6 1.3 0.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 11.000 Control delay 22.2 37.3 28.1 20.9 32.0 38.3 34.4 17.1 3.6 27.1 27.2 1 8.9 Lane group LOS C D C C C D C B A C C A Apprch. delay 27.0 25.9 19.0 25.3 Approach LOS C C B C Intersec. delay 24.0 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f IFull Report Page 2 of 3 r L 1 I 11 1 I VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 375 120 530 290 20 165 175 630 100 50 420 55 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 395 126 558 305 21 111 184 663 105 53 442 58 Lane Group L T R L T R L T R L T R Adj. flow rate 395 126 558 305 21 111 184 663 105 53 442 58 Prop. LT or RT 0.000 0.000 0.000 - 0.000 0.000 -- 0...000 0.000 -- SAratu�ratron�Flow�Ratet x )' 3fi X N0.000 RC-4'.{•T S Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 1 2 2 1 1 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.971 0.952 1.000 1.000 0.952 1.000 fLT 0.950 1.000 - 0.950 1.000 -- 0.950 1.000 -- 0.400 1.000 -- Secondaryf-T 0.709 -- 0.475 -- -- -- fRT -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 - fRpb - 1.000 1.000 - 1.000 1.000 - 1.000 1.000 - 1.000 1.000 Adj. satflow 1787 1881 1599 1787 1881 1599 3471 3582 1599 753 3582 1599 Sec. adj. satflow 1334 - 894 -- I - - Pagel of 3 ' Full Report i I r 1 FULL REPORT '�ae+i�'r lsl of '-Rm-Mit. �{-r�.en�v^t; .-� . Generalalnformation''��?,�%�r�:��;�«#`:��k,,�Site�lnfo`'nratton�,.fry-.�s.'�;>��.`��"�.�,?;.�:a�.��i.�-..,rt.,?�� Ce - ;^na�e.u-; * Analyst GC Intersection INTERNATIONAL & Agency or Co. TIMBERLINE Date Performed 1211812007 Area Type All other areas Time Period PM Jurisdiction Analysis Year LT Grade = 0 2 1 J1 Grade = 0 i Shoe Mach Arrow T _1 -R =L ' ' =TR • Grade = 0 y = LT 11 L R l 1 Grade = 0 = LTR z z t IW EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 375 120 530 290 20 165 175 630 1100 50 420 55 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 10.95 0.95 0.95 0.95 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 60 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 Excl. Left EW Perm 03 04 NB Only NS Perm 07 08 G= 20.0 G= 15.0 G= G= G= 15.0 G= 26.0 G= G= Timing Y= 4 Y= 5 Y= Y= Y= 0 Y= 5 ly= Y= Duration of Analysis hrs = 0.25 1 Cycle Length C = 90.0 ' Full Report Page 3 of 3 CAPACITY AND LOS WORKS�HEETSTsp ?;�{} g ��s� I r3L�;G`q',5` N Project Description .fit �. Ca aci 'Anal sts; MR, "'R; ? EB WB NB SIB Lane group L T R L T R L T R L T R Adj. flow rate 126 37 121 74 42 32 553 484 316 158 763 211 Satflow rate 1787 1881 1599 1787 1881 1599 3471 3582 1599 1787 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.34 0.14 0.38 0.34 0.14 0.14 0.26 0.49 0.64 0.29 0.29 0.50 Lane group cap. 509 272 604 514 272 231 887 1751 1030 308 1035 800 We ratio 0.25 0.14 0.20 0.14 0.15 0.14 0.62 0.28 0.31 0.51 0.74 0.26 Flow ratio 0.02 0.08 0.02 0.02 0.16 0.14 0.20 0.21 0.13 Crit. lane group N N N N y N y N N N y N Sum flow ratios 0.47 Lost time/cycle 15.00 Critical We ratio 0.56 EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 126 37 121 74 42 32 553 484 316 158 763 211 Lane group cap. 509 272 1 604 514 272 231 887 1751 1030 308 1035 800 We ratio 0.25 0.14 0.20 0.14 0.15 0.14 0.62 0.28 0.31 0.51 0.74 0.26 Green ratio 0.34 0.14 0.38 0.34 0.14 0.14 0.26 0.49 0.64 0.29 0.29 0.50 Unif. delay d1 20.8 33.6 18.8 20.2 33.7 33.6 29.7 13.6 1 7.1 27.6 28.9 13.0 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 1.2 1.0 0.7 0.6 1.2 1.2 3.3 0.4 0.8 6.0 4.7 0.8 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 22.0 34.6 19.6 20.8 34.9 34.9 33.0 14.0 7.9 33.6 33.6 13.8 Lane group LOS C C 8 C C C C 8 A C C 8 Apprch. delay 22.6 1 27.8 20.3 29.9 Approach LOS C C C C Intersec. delay 24.6 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4. If IFull Report Page 2 of 3 1 1 1 u 11 11 LJ 1 1 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Ge'�` e a Project Description UolumeAd ustment: ��a� - ., w. ,; -� ��r �,� ,... �;��,� � ,� �� EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 120 35 115 70 40 45 525 460 300 150 725 200 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 126 37 121 74 42 32 553 484 316 158 763 211 Lane Group L T R L T R L T R L T R Adj. flow rate 126 37 121 74 42 32 553 484 316 1 158 763 211 Prop. LT or RT 0. 000 -- 0.000 0,000 -- 0,000 0.000 1 -- 0.000 0.000 -- 0.000 Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 1 2 2 1 1 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.971 0.952 1.000 1.000 0.952 1.000 fl-T 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- Secondary fl-T 0.651 -- 0.663 -- -- 0.476 1 -- fRT -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 fLpb 1.000 1,000 -- 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 - fRpb -- 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 - 1.000 1.000 Adj. satflow 1787 1881 1599 1787 1881 1599 3471 3582 1599 1787 3582 1599 Sec. adj. satflow 1224 1248 - 896 - Full Report Page 1 of 3 FULL REPORT ,..e. 'Arr-z..�-tvna.:: _�^.,-'n" �y?c'�'x`u% % c �'o-` -r .S' u`Y't ti.�J"�, ».*. .:... Gene[al;lnformat�ont�:�;�,-}��_,�n�=,.v:v.�+w"��:�Ed�?�fi,�Site?Information:.c,��<.�.�= .: >c-«c Analyst GC Intersection INTERNATIONAL & Agency or Co. TIMBERLINE Date Performed 1211812007 Area Type All other areas Time Period AM Jurisdiction Analysis Year LT ^r�.G�s°V+s+. - I'+5..' `Flcn:4!'s'.�=..k� -'�- M#'i t*l`_ki [ 'S Intersection Geomet � = .»* ti Via, "�'''"J" -� Y #a,s�:aT r" y4 fi � � �. P-MON .G .,. � Grade = 0 1 2 1 Grade = 0 Shutt Narlh Arrow T 1 1 = R .- V =L T R Grade = 0 i V LT = = L R Grade = 0 L T R r T.ss-...�. a :es.',^3 ` w^�.r.-^-.r 'n T" X Volume:andiimm �In ut:_ c -.«�d�� r'Y4S 3. 5`rs. .r'G�,: ";� ' 2 -o-y -� '�, ;�� a�' ��r l!T�� -� R.,3:in .r� .� +<K�. F-..en.}C_ �TT`^i. �L �'..� s r � �, '-� +. :,ki2t'A'L N��!ri zh�lt.fiit`.,�SS EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 120 35 115 70 40 45 525 460 1300 150 725 200 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 15 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 Excl. Left EW Perm 03 04 NB Only NS Perm SB Only 08 G = 14.0 G = 13.0 G = G = G = 23.0 G = 21.0 G = 5.0 G = Timing Y= 4 Y= 5 Y= Y= IY= 0 IY= 0 IY= 5 1 Y= Duration of Analysis hrs = 0.25 ICycle Length C = 90.0 Full Report Page 3 of 3 CAPACITY AND LOS WORKSHEET rr,•wJe a.t F.-•.:�a 4F'�ij ".�.,�"'�"'.Y'r 3r � L- Geiseral lnformatton � 3 :n _ . " ..� ; FEN" WNs Project Description Ca aci Anal' sts EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 74 258 216 316 284 1337 211 1089 68 153 958 53 Satflow rate 1102 1881 1599 1787 1881 1599 3471 3582 1599 1787 3582 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.29 0.29 0.29 0.42 0.42 0.42 0.50 0.37 0.50 0.50 0.37 0.37 Lane group cap. 316 540 459 399 785 667 747 1308 806 237 1308 584 We ratio 0.23 0.48 0.47 0.79 0.36 0.51 0.28 0.63 0.08 0.65 0.73 0.09 Flow ratio 0.07 0.14 10.14 0.15 0.21 0.30 10.04 0.27 10.03 Crit. lane group N N N N N N N Y N N N N Sum flow ratios 0.69 Lost time/cycle 15.00 Critical We ratio 0.79 �ras�.r'-Ci c^ - L-aneLLGr._ou Ga act Control ,a,�-;, �^< y,. a -;, 4 ^.:.,,'t+m Dela . and,=LOSiDetermination.., ft�: z >r? EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 74 1258 1216 316 284 337 211 1089 68 153 958 53 Lane group cap. 316 540 459 399 785 667 747 1308 806 237 1308 584 We ratio 0.23 0.48 0.47 0.79 0.36 0.51 0.28 0.83 0.08 0.65 0.73 0.09 Green ratio 0.29 0.29 0.29 0.42 0.42 0.42 0.50 0.37 0.50 0.50 0.37 0.37 Unif. delay d1 31.3 33.9 33.8 32.2 23.0 24.7 18.9 33.3 14.8 22.3 31.6 24.0 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 1.7 3.0 3.4 14.8 1.3 2.7 1 0.9 6.3 0.2 12.8 3.7 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.929 1.000 1.000 0.929 1.000 Control delay 33.1 36.9 37.2 47.0 24.3 27.5 19.8 37.3 15.0 35.1 33.1 24.3 Lane group LOS C D D D C C 8 D B D C C Apprch. delay 36.5 33.1 33.5 32.9 Approach LOS D C C C Intersec. delay 33.6 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.If IFull Report Page 2 of 3 1 u 1 [] 1 1 1 I 1 1 S I u 1 1 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET GenerMlnfocmation =:��f. �z _a"i" L 4 Project. Description VolumesAcl ustment s r EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 70 245 205 300 270 320 200 1035 65 145 910 50 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 74 258 216 316 284 337 211 1089 68 153 958 53 Lane Group L T R L T R L T R L T R Adj. flow rate 74 258 216 316 284 337 211 1069 68 153 958 53 Prop. LT or RT 0.000 0.000 0.000 -- 0.000 0.000 -- 0.000 0.000 -- 0.000 4 ]. uratio{fi Sat n Flow -Rate tr �r+a.-.a.`.e-4,Hk. .c Swamis. €v.�_._i.3.. .�5 .,.2✓..F �w. .»'i _: ;4'v' K._ _ t e Mk Basesatflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 1 2 2 1 1 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.971 0.952 1.000 1.000 0.952 1.000 f-T 0.586 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 - Secondary f-T -- 0.377 - 0.284 -- 0.087 - fRT - 1.000 0.850 - 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 -- 1.000 1.000 -- fRpb - 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 Adj.satflow 1102 1881 1599 1787 1881 1599 3471 3582 1599 1787 3582 1599 Sec. adj. satflow -- 710 -- 1038 -- 164 - 1 Full Report Page I of 3 FULL REPORT de'dmez-7--c+ Generalllnformatton,�, Analyst GC Intersection LEMAY & LINCOLN Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period PM Analysis Year LT '�"d. a �«;-•:.,G y Interseet�on, eomet �� 4 � ��-� ,.� �er. T N' J• zip; R� t �.a.r_ , �f.,,- ��•� �..� _.e��`�'�� Grade = 0 1 1 I2 I rY Grade = 0 Shox North Amy =T R =L T R �� Grade = 0 1 1 = LT = L R Grade = 0 = L T R 2 2 1 --�r^�-vr.cc.-n-v :-: rr.xra-^�iv--aJ#J .ram. to e• T- .3 `stiP's't� akm y �'"'3�1'�??-'� £ Av''�.�'�ry+t 'Y 2X�i ter= �9��ke'i rt _.'" i dx z^ ;'�'s"'z"?'P._�� i'� EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume(vph) 70 245 205 1300 270 320 200 1035 65 145 910 50 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 4 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0, 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 G= 11.0 G= 33.0 G= G= I G= 11.0 G= 42.0 G= G= Timing Y= 4 Y= 5 Y= Y= Y= 4 Y= 5 Y= Y= Duration of Analysis hrs = 0.25 C cle Lencith C ' Full Report Page 3 of 3 17 [l 1 I CAPACITY AND LOS WORKSHEET Description Lane group Adj. flow rate Satflow rate Lost time Green ratio Lane group cap. We ratio Flow ratio Crit. lane group Sum flow ratios Lost time/cycle Critical We ratio EB WB L T R L T 21 237 89 105 137 1259 1881 1599 1787 1881 2.0 2.0 2.0 2.0 2.0 0.30 0.30 0.30 0.42 0.42 383 572 487 409 785 0.05 0.41 0.18 0.26 0.17 0.02 0.13 0.06 0.07 N y N N N NB R L T R 137 100 500 274 1599 3471 3582 1599 2.0 2.0 2.0 2.0 0.42 0.50 0.39 0.51 667 746 1402 820 0.21 0.13 0.36 0.33 0.09 0.14 0.17 N N N N 0.57 20.00 0.69 SIB L T R 195 1142 84 1787 3582 1599 2.0 2.0 2.0 0.50 0.39 0.39 424 1402 626 0.46 0.81 0.13 0.32 0:05 N y N EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 21 237 89 105 137 137 100 500 274 195 1142 84 Lane group cap. 383 572 487 409 785 667 746 1402 820 424 1402 626 We ratio 0.05 0.41 0.18 0.26 0.17 0.21 0.13 0.36 0.33 0.46 0.81 0.13 Green ratio 0.30 0.30 0.30 0.42 0.42 0.42 0.50 0.39 0.51 0.50 0.39 0.39 Unif. delay d1 28.3 31.8 29.5 21.4 21.1 21.3 19.9 24.8 16.5 17.0 31.3 22.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 0.3 2.2 0.8 1.5 1 0.5 0.7 0.4 0.7 1.1 3.6 5.3 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.904 1.000 1.000 0.904 1.000 Control delay 28.6 34.0 30.3 23.0 21.5 22.0 20.3 23.1 17.6 20.5 133.6 22.9 Lane group LOS C C C C C C C C B C I C C Apprch. delay 32.8 22.1 21.0 31.1 Approach LOS C C C C Intersec. delay 27.3 Intersection LOS C HCS2006TM 1 I 1 Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f 1 Full Report Page 2 of 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Project Description '"�uc""�`'"', r`F'3^dYr :S3.: 3Y 1[olume1AcJ ustment� k"•�"2\l.�sP b k ��x�.,h ��;�.�,, ! y S.Ptvtm fC 91- ,�� a;,, -�`�• P i .A,g lM iM1 F)Y �' x-,��, •� �- ��; � , 4 �, EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 20 225 85 100 130 130 95 475 260 185 1085 80 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 21 237 89 105 137 137 100 500 274 195 1142 84 Lane Group L T R L T R L T R L T R Adj. flow rate 21 237 89 105 137 137 100 500 274 195 1142 84 Prop. LT or RT 0.000 0.000 0.000 -- 0.000 0.000 -- 0.000 0.000 -- 0,000 Saturation¥FIow�Rate �rx�. G`5�_i.a f '� � 1. a,i'x..M ��.�� „ae,vv •s,. � ~w.�� 1. iril, >�.�.Y 1,FR' �., ��'��'�� ,A.✓.k i,.e4t,.k_�s. �1 ..A n"i c yt-c aiZYA '°',� � n. i„CAs4.. .+lSx L ,,��•��, S- a.�...a#ilt o ��„T „�, �-.uz._i£J. Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 1 2 2 1 1 2 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.971 0,952 1.000 1.000 0.952 1.000 fl-T 0.669 1.000 - 0.950 1.000 -- 0.950 1.000 - 0.950 1.000 -- Secondary fLT -- 0.421 -- 0.325 - 0.374 -- fRT - 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 - 1.000 1.000 - fRpb - 1.000 1.000 - 1.000 1.000 - 1.000 1.000 - 1.000 1.000 Adj.satflow 1259 1881 1599 1787 1881 1599 3471 3582 1599 1787 3582 1599 Sec. adj. satflow - 792 - 1186 - 703 - Full Report Page 1 of 3 FULL REPORT GeneraltlnfoMira t�on ��r��% t Site Irlfbcmation,;$�" _ .�,�"". �:��;1�,�,�; Analyst GC Intersection LEMAY & LINCOLN Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period AM Analysis Year LT Grade = 0 1 2 1 Grade = 0 i Sham North Arran T i t =L =1R i Grade = 0 V 111 = L T -44 = L R I I I Grade = 0 �( = LTR 2 z � Volume4and Timm w„�-�,� aln ut�,'��' �},s.'K.M�. Si:R EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 20 1225 85 100 1 130 130 95 475 260 185 1085 80 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 10.95 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 4 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 1 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 G= 9.0 G= 35.0 G= G= G= 8.0 G= 45.0 G= G= Timing Y= 4 IY= 5 Y= Y= Y= 4 Y= 5 Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 115.0 ' Full Report Page 3 of 3 CAPACITY AND LOS WORKSHEET ,.3 OR, _ ._R - _ K , _.° a= �� O M Project Description ,-"€'. *�('Sst: "�fl�4'"^-F1"'i. .-_ ,'^F Ca act ' Anal; sts _ :. 1 �+ 5fr"&-'��+a s�-�.s'r �„ 7•' ,c ��y.,� � � � x `5l 't 4. i *., n^ EB WB NB SB Lane group L T R L T R L T R L T R Adj. flow rate 42 495 105 253 737 26 137 47 221 58 95 147 Satflowrate 460 1881 1599 1787 1881 1599 1787 1881 1599 1787 1881 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.39 0.39 0.39 0.53 0.53 0.53 0.38 0.28 0.43 0.38 0.28 0.28 Lane group cap. 180 736 626 363 998 848 487 523 681 528 523 445 v/c ratio 0.23 . 0.67 0.17 0.70 0.74 0.03 0.28 0.09 0.32 0.11 0.18 0.33 Flow ratio 0.09 0.26 0.07 0.39 0.02 0.02 0.14 0.05 0.09 Crit. lane group N N N N Y N N N N N N Y Sum flow ratios 0.55 Lost time/cycle 15.00 Critical v/c ratio 0.64 Lam nef row" u ?; .a ci `Cont�olDela'andrLOS "' krb }5ag EB WB I NB SIB Lane group L T R L T R L T R L T R Adj. flow rate 42 495 105 253 737 26 137 47 221 58 95 147 Lane group cap. 180 736 626 363 998 848 487 523 681 528 523 445 v/c ratio 0.23 0.67 0.17 0.70 0.74 0.03 0.28 0.09 0.32 0.11 0.18 0.33 Green ratio 0.39 0.39 0.39 0.53 0.53 0.53 0.38 0.28 0.43 0.38 0.28 0.28 Unif. delay d1 23.4 28.9 22.8 19.0 20.8 12.9 23.8 30.7 22.0 22.7 31.5 33.0 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 3.0 4.9 0.6 10.6 1 4.9 0.1 1.4 0.3 1.3 0.4 0.8 2.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 26.5 33.8 23.4 29.6 25.7 13.0 25.3 31.1 23.2 23.1 32.3 35.0 Lane group LOS C I C C C C 8 C C C C C C Apprch. delay 31.6 26.4 24.8 31.8 Approach LOS C C C C Intersec. delay 28.2 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f ' Full Report Page 2 of 3 I I I I I 1 I I VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET ��j'wK. a �y�c iSdp '�.{t..G$� YPi�}ti!Z'`µ�9,4.� _Y,2} � ftd x Si$>SS i k. 't $Si' 9,e'S�d`Y.��rv.�,?� General lnformationu ' , ' I „06 v a 11 W Y ghs : 8 #i�3g 2 �. x fi 4t t Project Description �: .v=a. � �' - .,_:� Volume_ _Ad ustment��-�'� EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 40 470 100 240 700 25 130 45 210 55 90 140 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 42 495 105 253 737 26 137 47 221 58 95 147 Lane Group L T R L T R L T R L T R Adj. flow rate 42 495 105 253 737 26 137 47 221 58 95 147 Prop. LT or RT 0.000 0.000 0.000 - 0.000 0.000 0.000 0.000 - 0.000 Saturation Flow Rate . � � , fi r�;w �l K '#, .= K x. E`Z a� 'k ��; Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 1 1 1 1 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1. 000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 f-T 0.245 1.000 -- 0.950 1.000 -- 0.950 1.000 -- 0.950 1.000 -- Secondary f-T -- 0.221 -- 0.616 - 0.687 -- fRT - 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 - fRpb -- 1.000 1.000 - 1.000 1.000 -- 1.000 1,000 - 1.000 1.000 Adj.satflow 460 1881 1599 1787 1881 1599 1787 1881 1599 1787 1881 1599 Sec. adj. satflow - 416 1 - JIMJ -- Full Report Page 1 of 3 FULL REPORT P.."�_!i!'.SGRSmA. +C a_^ }+. Jam* J� _ s• GerieraLlnformations 3&-M�, . � , ,. r .,. .�€� E _ ygj$gy "_"ihi''6i^`_NCCSnXi_ t Site, MrmaW Analyst GC Intersection LINK & LINCOLN Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period PM Analysis Year LT IntersectioniGeomet. n � �� G � v - sa c r � � �y u " 'u z„ � '£`MW1111 Grade = 0 Grade = 0 Shaw North Amw T =R =L =TR Grade = 0 = LT `111V =LR Grade = 0 = LiR IW d>s� e�.�R�r,,. EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume(vph) 40 470 100 240 700 25 130 45 210 55 90 140 % Heavy veh 1 1 1 1 1 1 1 1 1 1 1 1 PHF 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated P/A P T P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 .2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 4 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 G = 12.0 G = 45.0 G = G = G = 8.0 G = 32.0 G = G = Timing Y= 4 Y= 5 1 Y= I Y= IY= 4 IY= 5 1Y= I Y= Duration of Analysis hrs = 0.25 1 lCycle Length C = 115.0 IFull Report Page 3 of 3 CAPACITY AND LOS WORKSHEET General nfo oration '� i � h d� � 106 .r ,T � �x�",. Project Description Ca aci Anal' s�sky w'�F}� x f'y x.r'v. L .7 3Ti �n.. '%r. ds.. ,u fi t=..,.? �a.. ,k.,-. _ .'sta6 .. s.. av-• EB WB NB SIB Lane group L T R L T R L T R L T R Adj. flow rate 147 1653 84 68 374 84 74 137 363 26 68 21 Satflowrate 1787 1881 1599 394 1881 1599 1787 1881 1599 1787 1881 1599 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.45 0.45 0.45 0.37 0.37 0.37 10.46 0.36 0.36 0.46 0.36 0.36 Lane group cap. 330 851 723 144 687 584 615 671 570 550 671 570 We ratio 0.45 0.77 0.12 0.47 0.54 0.14 0.12 0.20 0.64 0.05 0.10 0.04 Flow ratio 0.35 0.05 0.17 0.20 0.05 0.07 0.23 0.04 0.01 Crit. lane group N Y N N N N N N Y N N N Sum flow ratios 0.62 Lost time/cycle 15.00 Critical We ratio 0.71 d ^-+]1G{• :Y}T'71 L.ane_Grou Ca act Control ..,�-n^;G:y�� T;i ` -.c-.gay p!a ...e . •T.. TLci� s: ,M�birc:""S�? ' ,:;5 Dela" ;and LOS D'efermtnationgV,,, � z ., _� ,,U .<, yi �`'T}�t .'Jez.5 .., ..;. �i ,'Us EB WB NB SIB Lane group L T 1653 R L T R L T R L T R Adj. flow rate 147 84 68 1374 84 74 1 137 1363 26 68 21 Lane group cap. 330 851 723 144 1 687 584 615 671 570 550 671 570 We ratio 0.45 0.77 0.12 0.47 0.54 0.14 0.12 0.20 0.64 0.05 0.10 0.04 Green ratio 0.45 0.45 0.45 0.37 0.37 0.37 0.46 0.36 0.36 0.46 0.36 0.36 Unif. delay d1 20.7 26.4 18.2 28.0 28.9 24.5 17.5 25.7 30.8 17.1 24.7 24.1 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 10.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 4.3 6.6 0.3 10.7 3.1 0.5 0.4 0.7 5.4 0.2 0.3 0.1 PF factor 1,000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 11.000 1.000 11.000 1.000 Control delay 25.0 33.0 18.5 38.7 32.0 25.0 17.9 26.4 36.2 17.3 25.0 24.2 Lane group LOS C I C B D C C B C D B C C Apprch. delay 30.3 31.7 31.5 23.1 Approach LOS C C C C Intersec. delay 30.6 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 f ' Full Report Page 2 of 3 LJ r I I r I F VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Oeaye awl-11 " 56 63'"�.a' .• _ i*'.• •-a�, z x., a�tz a ,f' r s 'r General Informations _. � .. i.,. �v J:. �13%". 7L.r.�i}� sY ,.c Y..to Y.+ '•frsiccx .. .�� ," - Project Description "°`J - .. :f¢°a"?r 't-3 Volume Ad ustment� :.. Z a .E' c', ��u.0 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 140 620 80 65 355 80 70 130 495 25 65 20 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow Rate 147 653 84 68 374 84 74 137 363 26 68 21 Lane Group L T R L T R L T R L T R Adj. flow rate 147 653 84 68 374 84 74 137 363 26 68 21 Prop. LT or RT 0.000 -- 0.000 0.000 -- 0.000 0.000 0.000 0.000 -- 0.000 7..-y Satu r,.ation � FIo�� ..�...� aa..,�. � ,.� .r�• � . _ .:ems. _��, � �n� . �� ,,.«.,w � >..�.< � . Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 1 1 1 1 1 1 1 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 0.990 f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 IT 0.950 1.000 - 0.210 1.000 -- 0.950 1.000 -- 0.950 1.000 - Secondary f-T 0.315 - -- 0.667 - 0.579 -- fRT - 1.000 0.850 -- 1.000 0.850 -- 1.000 0.850 - 1.000 0.850 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 - 1.000 1.000 fRpb - 1.000 1.000 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 Adj. satflow 1787 1881 1599 394 1881 1599 1787 1881 1599 1787 1881 1599 Sec. adj. satflow 592 -- -- 1254 1089 - �I Full Report Pagel of 3 FULL REPORT rr�.>.vc-•-Fv'„>t-";n-- s+is' T •-xt R �;; s v _ General3lnforma6on ,_..:• Fa'rttnyxiexr e` Sit e.information;,; hn 4 x car Analyst GC Intersection LINK & LINCOLN Agency or Co. Area Type All other areas Date Performed 1211812007 Jurisdiction Time Period AM Analysis Year LT ^Y""�+:+Fks^-4ri8^�'�'6 n « •-'"Fry i�'Y� ki" r.-.},_ .. k{ Y Yv y yf� �, +i.. .�.. E'•. � Ufa: a...a. �. :...x T�. _ �..a.i4�x_>-,.3C`�'J v.,i•3sA�..Yt#�..._ .. r�.�a.n...�2�,..`�`�.z Grade = 0 1 1 1 -- 14 Grade = 0 ShoN Morlh Aaow T 1 1 _ R }1 =L 1 1 =TR Grade = 0 = L T "11 = L R 171 1 Grade = 0 = LTR 1 1 1 -s.:._W . G -. a�, Wr!- olume�and Timm .._ �- EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 140 1620 1 80 65 355 80 70 130 495 25 65 20 % Heavy veh 1 I 1 1 1 1 1 1 1 1 1 1 1 PHF 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated P/A P P P P P P P P P P P P Startup lost time 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 150 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 1 3.2 EB Only EW Perm 03 04 Excl. Left NS Perm 07 08 G= 6.0 G= 42.0 G= G= G= 8.0 G= 41.0 G= G= Timing Y= 4 Y= 5 1 Y= Y= IY= 4 Y= 5 Y= Y= Duration of Analysis hrs = 0.25 1 Cycle Len th C = 115.0 Page 1 of 1 I t I 1 TWO-WAY STOP CONTROL SUMMARY Genera` I n'forinatton Site Info mr a'tton�r� Analyst Agency/Co. Date Performed Analysis Time Period GC 1211812007 PM Intersection Jurisdiction Analysis Year MULBERRY & A/RPARK LT Project Description EAST -WEST THRU REDUCED TO 70% DUE TO PROGRAM LIMITATIONS East/West Street: MULBERRY North/South Street: AIRPARK Intersection Orientation: East-West IStudy Period hrs 0.25 yy i•-F<'s-' .' :sfi:}' '2i&�^.. "1T .... i�f?'a` e+2NRs �: Y ".r-=iIIIII3"t"T .. VehicleVolumesand:A� stments,`_'�, ,�_.;r,�x: � "Mill Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 115 2006 0 10 1491 0 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 115 2006 0 10 1491 0 Proportion of heavy vehicles, PHv 0 - — 0 — — Median type Raised curb RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T L T Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 0 10 0 0 185 Peak -hour factor, PH 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 0 0 10 0 0 185 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes • 1 0 0 1 0 0 1 Configuration R R Contrlo Dela "Queue'Len th Level of Sery ci a°a ;, is? Khw''; Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R Volume, v (vph) 115 10 10 185 Capacity, cm (vph) 456 289 244 360 v/c ratio 0.25 0.03 0.04 0.51 Queue length (95%) 0.99 0.11 0.13 2.81 Control Delay (s/veh) 15.5 17.9 20.4 25.1 LOS C C C D Approach delay (s/veh) — 20.4 25.1 Approach LOS C D HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 f Two -Way Stop Control Page 1 of 1 I I i 1 1 TWO-WAY STOP CONTROL SUMMARY Analyst GC Agency/Co. Date Performed 1211812007 Analysis Time Period AM Intersection MULLBERRY & AIRPARK Jurisdiction Analysis Year LT Project Description EAST -WEST THRU REDUCED TO 70% DUE TO PROGRAM LIMITATIONS East/West Street: MULBERRY North/South Street: AIRPARK Intersection Orientation East-West ]Study Period hrs : 0.25 zW'e"ay^^ usehtcie.Volumes}and>Ad .:T=e�rk'"�6 . >,..`o-»Mfi ustmentsAkdq-?aw�y ,� ,n3"" ^*:1iz, ",y s �'n ui _. ,.ems ,�, _� Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 230 1250 0 .5 1649 0 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate veh/h 230 1250 0 5 1649 0 Proportion of heavy vehicles, PHv 0 - -- 0 -- - Median type Raised curb RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T L T U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 0 10 0 0 130 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 0 0 10 0 0 130 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 1 0 0 1 Configuration R R Coat ollbdla PQueue Len th UveI,6ir9en ice Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R Volume, v (vph) 230 5 10 130 Capacity, cm (vph) 397 564 433 320 v/c ratio 0.58 0.01 0.02 0.41 Queue length (95%) 3.53 0.03 0.07 1.90 Control Delay (s/veh) 25.8 11.4 13.5 23.7 LOS D B B C Approach delay (s/veh) -- 13.5 23.7 Approach LOS -- B C ' HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4. If Page 1 of 1 I [1 7 I TWO-WAY STOP CONTROL SUMMARY .. r€tT�'�e�1`'3$..%" hfdM"x�^'en'�SF- +.. 3 a�yr - '�x�wz General lnformation;4 �, wNWRO „ R ��49{�.f'ic"J" Sitevinformat[on Analyst Agency/Co. Date Performed Analysis Time Period GC 1211812007 PM Intersection Jurisdiction Analysis Year TIMBERLINE&LINCOLN LT Project Descri tion East/West Street: LINCOLN North/South Street: TIMBERLINE Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehtle.:Y<.o.ls;•d 'Vets.eumean Ad ustments�.�{ Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 990 10 0 1015 145 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 990 10 0 1015 145 Percent Heavy Vehicles 0 — 0 - -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 1 0 2 1 Configuration T R T R Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 5 0 0 415 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 5 0 0 415 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 Configuration R R �•3t 'a. -Si 6S:Si i� `^_.fL' -- - ,a•` �a � apt ,A rv4'. iy m �•i i F�V h iC'SVr.T � �'{f �`.. Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R R v (vph) 5 415 C(m)(vph) 525 515 v/c 0.01 0.81 95% queue length 0.03 7.70 Control Delay 11.9 35.0 LOS B D Approach Delay -- 11.9 35.0 Approach LOS B D 'Rights Reserved HCS2000TM Copyright ® 2003 University of Florida, All Rights Reserved Version 4.1f 11 Version 4. If Page 1 of 1 I 1 I [1 1 I 1 I TWO-WAY STOP CONTROL SUMMARY General l'nformation ems, _ *n SMO%r -n ... awTzn=va'-:.?rrtt �+d".s.. t�i-i-rd3s.. 't ,.�• `='q }�," formation A 1 _ � Analyst GC Agency/Co. Date Performed 1211812007 Analysis Time Period Intersection TIMBERLINE&LINCOLN Jurisdiction Analysis Year LT Project Description East/West Street: LINCOLN North/South Street: TIMBERLINE Intersection Orientation: North -South IStudy Period hrs : 0.25 '.-'ti VehtclekV.olumes�and 'C"..'T7'+r"Pd+iTl. .S�? '>"'" .•tu,� '%4 �. $'� Ad`ustments.1.� �W*_ 3'i'= s•c. $+Tri`.'`ii �,f"' �`i�u"Y'+rtyt'�-� Y F". ��•_ � �� r % Major Street Northbound Southbound Movement 1 2 3 4 5 1 6 L T R L T I R Volume 0 1275 10 0 625 205 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1275 10 0 625 205 Percent Heavy Vehicles 0 -- 0 — - Median Type Raised curb RT Channelized 0 0 Lanes 0 2 1 0 2 1 Configuration T R T R Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 5 0 0 220 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 5 0 0 220 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 Configuration R R x,-'. .m^-'tz; �s�---r-s-^•.,l. Uela ^sQueuesLen tfianil f;; eevi -j� — Levei<of=Sernceti� ,_,c ��r"� __w q+, ,: N, -rye k^.yam,t ten•-h' .my's "' z `7' t' Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R R v (vph) 5 220 C (m) (vph) 424 690 v/c 0.01 0.32 95% queue length 0.04 1.37 Control Delay 13.6 12.6 LOS B B Approach Delay - 13.6 12.6 Approach LOS -- - B B ' HCS2000TM Copyright ® 2003 University of Florida, All Rights Reserved Version 4. If 1 APPENDIX C 11 LJ 2007/D C/ ORI 12:59 PM TRAFFIC OPERATIONS FAX No. 970 221 6282 11.006 ' North/South Street: Timberline EastlWest Street: Mulberry Time: PM ' ICU Number. 153 11 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study File Name : timberline & mulberty 10-19.06 Site Code : 00000153 StartDate : 10/19/2006. Page No : 1 05:00 PM 61 86 72 0 219 25 295 38 2 360 45 61 32 1 159 51 315 26 1 453 1191 05:15 PM 31 81 40 1 153 19 278 28 1 326 36 88 28 0 130 36 370 30 1 437 1046 Grand Total 134 327 202 1 654 89 1104 122 5 1320 152 270 127 2 551 150 1406 104 5 1665 4210 Apprch % 20.2 49.2 30.4 0.2 0.7 83.8 8.2 0.4 27.6 49 23 0.4 8 64.4 6.2 0.3 Total % 3.2 7.9 4.8 0 15.8 2.1 25.3 2.0 0.1 31.4 3.0 6.4 3 0 13.1 3.e 33.5 2.5 0.i 39.8 e T tet 463 11 34 3271 20211 Riots Two Leh Pads $O ads T A � q 0 o 32-► North_ ~8 _� - 10/1 8 04:30 PM e c C i mhlaed S Wo e OQ n w u mS o- iht ' L�etl TtuO Peds 1 2 ® v out to T4ta1 J ' 2007/DEC/14/FQI 12:59 PM TRAFFIC OPERATIONS FAX No.970 221 6282 P.002 Nortt1/S0uth Street: Timberline vest Street: Mulberry ICU Number: 153 City of Fort Collins Trafflc Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study Fite Name : Timberline & Mulberry 10-19-06 Site Code : 00000153 Start Date : 10/19/2006 Page No : 1 08:00 AM 22 68 27 0 .115 29 256 32 0 3% 23 65 25 0 113 19 179 23 0 zz7 roa ''08 15 AM 17 59 23 0 99 32 256 21 0 329 14 41 21 0 76 29 178 9 1 217 721 Grand Total 93 270 98 0 461 155 1256 11T 1' 1531 't00 241 106 1 446 93 761 83 3 943 3383 APPrd1 % 20.2 58.6 21.3 0 1o.1 82.2 7.6 0.1 22.3 53.8 23.7 0.2 9.9 81 8.8 0.3 Total% 2.7 8 2.9 6 13.6 4.6 37.2 3.5 0 46.3 3 7.1 3.1 0 13.2 2.7 22.e 2.5 0.1 27.9 I out 11 Tool 479 �+ L_9% 03 2 0 t Thru La Pads m0 ~ J North N r�� N v � a lo11e5006 orso AM = w� 10119120606:15AM ram �� a OnahiNa o ti o c �v_ N V 4 ' L~ep TIrU � ht Pede + — + ut - out M foul ri /2t'r. l;( ' 2007/DEC/14/FEI 01:00 PM TRAFFIC OPERATIONS FAX No.970 221 6282 P.012 NorthlSouth Street: LerttaY EastlWest Street: Mulberry Time: PM ICU Number: 72 City of Fort Collins Traffic Operations P.O. Box 580 Fort Collins, Colorado, 8OS22-0580 Turning Movcment Study File Name : Le=Y & MYlberry 09-04-07 Site Code :00000072 Start Date : 914/2007 Page No : 1 ' 04:45 PM otal 43 98 130 15 42 88 t 4 716 403 3v 74 zzn 425 wt 186 o 8 wo 093 . 1 6 '"" 319 8 - 4 - 487 4 t3 130 2 540 2183 1221 1207 05:00 PM 42 185 61 0 288 25 230 93 3 351 88 180 13 0 219 1 229 229 70 77 3 1 308 339 1207 05:15 PM AO 142 46 0 228 30 239 96 4 309 81 182 6 2 6 271 1037 3 17 258 682 277 6 1182 4e11 Gr4nd 74W 178 802 195 4 070 129 694 375 16 1413 323 681 27 1.4 74.6 23.4 0.5 ' Apprch % 18.2 61.5 19.9 0,4 9.1 63.3 20.5 1.1 31.1 65.7 2.0 0.6 0.0 0.1 22.5 0.4 19.1 6 0.1 25.6 - Total % 3.9 13.1 4.2 0.1 21.2 2.8 19.4 8.1 0.3 30.6 7 14•6 I I 1 l � emeY Out M Told tos7 r 602 155 RigN TMu Ldt ads , 4 North m2_� 4-im g, 04:30 PM 2 '�• SMA07 05f15 PM z VF lhMed ti v N Y 4, T r' . Ll TM Ri M Pede 994 1 i put to FA ' 2007/DEC/14/FR1 01:00 PM TRAFFIC OPERATIONS FAX No.970 221 6292 P.006 Y o North/South Street Lemay EasNWest Street Mulberry Time: AM mber: ICU Nu72 07745 AM Total 18 37 124 277 31 73 1 2 08:00 AM 14 120 40 1 08:15 AM I 21 110 24 0 Grand Total 72 507 137 3 Apprch % I 10 70.5 119.1 0.4 Total % 2" 14.3 3.9 0.1 City of Fort Collins Traffic Operations P.O. Box 580 Fort Collins, Colorado, 80522-0580 Tuming Movement Study File Name ' Lemay & Mylbeny 09-04-07 Site Code : 000DO072 Start Date : 9/4/2007 Page No : 1 175 26 245 66 3 342 80 87 3 2 152 7 166 22 0 194 81r1 155 21 222 63 0 306 54 .75 3 2 134 1 188 26 1 218 811 719 108 1003 273 7 1391 354 0 5 618 14 703 87 2 806 3534 7.0 72.1 10.6 0.5 14253 0.0 57.3 1 0.8 1.7 87.2 10.8 0.2 2o.3 3.1 28.4 , 7.7 0.2 39.4 7.2 10 0.2 0.1 17.5 0.4 10.0 2,6 0.1 22.8 out In Total 2 7 3 � 1 Left Pi �a T >o J m gnp NeM y b F��t• ~-2 S s � 01=10 ao AM � > F r 0(4I2007 06i16 AM n I 1 r rc PI M Pads at U12I" Tetw -w2z4►AA�/ V. EUGENE G. COPPOLA, P.E. P.O. Box 630027 Littleton, CO 80163 Phone: (303)792.2450 TABULAR SUMMARY OF VEHICLE COUNTS Intersection: SH 14 (Mulberry) & Link Road Date: 12/7/2007 Observer: HW Day: Thursday City: Larimer County Time Be ins Northbound: Southbound: Total north/south Eastbound: Westbound: Total east/west Total All L S R Total L S R Total L S R Total L S R Total 07:00 0 0 1 1 .: 16 0 16 "" 32 ', 33 66 0 1 67 6 0 23 ": , ' 29' " 96 129 > 07:15 1 0 0 :.. 1 :?.`" 23 1 16 40 .::. 41 53 0 1 54 1 0 22 23, :: 77 :.118 07:30 3 0 1 4 .` 11 0 22 33 .' > 37 73 0 1 74 1 0 23 :_...' 24 - 98 "135`=,': 07:45 2 3 2 -%7 <.:: 26 1 26 53 ' 60 68 0 1 69 4 0 19 =23 . - 92 152 =:.. 08:00 4 4 4 12 .' .. 19 2 25 . 46 58 71 0 5 76 2 0 24 - 26 :- . 102 161;- 08:15 5 1 1 =,.`7 °` < 25 1 29 55 62 65 0 3 68 1 0 16 17 85 ;_ 14 08:30 4 0 2 6.r> 24 1 26 51 : 57 33 0 4 37 1 0 19 20 : '. 57 11 08:45 6 1 4 : `:11 11 0 33 44 :, 55 48 0 2 50 : 4 0 18 22 72 12 7:30.8:30 14 '8`• 8 . 30 81 4 102 187 217 277, :,0 10 287 8 0 : 82 90 377 '.:594 PHF 0.63 1 0.85 1 0.94 0.87 04:00 7 2 0 9 :'. 33 1 1 61 = 95 -. 104 55 0 3 58 1 0 36 37 95 199 04:15 3 2 1 6;;: 52 2 52 106 `'. 112 41 0 3 44 1 0 27 28 72 184 04:30 6 3 1 10 59 2 76 137 147 46 0 1 47, 0 0 21 '21 .; 68 215 04:45 6 2 3 11 44 0 63 107 -- 118 43 0 0 43 3 0 19 ...` 22 . 65 : 183- 05:00 7 3 4 14 ' 41 3 66 110: 124 53 0 2 55 2 0 27 29 .. 84 208' 05:15 6 1 2 9 _ .' 38 0 47 85 ? 94 46 0 2 48 0 0 27 . = ,27 75 =:; 169 "- 05:30 3 3 2 8 36 0 68 104.:. 112 51 0 1 52 1 0 22 23 75 '187 05:45 5 1 1 1 7'`;' 31 0 59 1 90 97 64 0 2 66 1 0 29 - . 30 96 193 4:15.5:15 1 22. 110 9' 41 1196 1.7 1257 1 460 1 501 183 1 0 ;1 6 1 189 1 6 0," .94 1 100 1 289 1 790.7 PHF 0.73 0.84 0.86 0.86 L = left turn S = straight R = right turn M-' M M M _ IMI M Em M 111=11W! M M M i m M"M EUGENE G. COPPOLA, P.E. P.O. Box 630027 Littleton, CO 80163 Phone: (303) 792.2450 TABULAR SUMMARY OF VEHICLE COUNTS Intersection: Mulberry & Airpark Date: 12/7/2007 Observer: Harry Day: Thursday City: Fort Collins, CO Time Be ins Northbound: Southbound: Total north/south Eastbound: Westbound: Total east/west Total All L F S R Total L S R Total L S I R Total L S R Total 07:00 1 0 2 3 2 1 7 10: 13 10 1661 6 182., - 1 239 10 250, 432 445 1, 07:15 0 0 1 1 3 0 5 8 9 7 2441 1 252::' 1 317 13 `331' `' 583 592 ...: 07:30 0 0 2 2 6 2 7 15": 17 15 231 5 251 ':' 0 305 9 314 565 ...:;582= 07:45 0 0 1 1 4 0 7 11 12 25 186 3 214 . ' 0 409 11 420 : 634 ''.146' 08:00 0 1 0 1 4 0 10 14 15 13 169 2 : • ,:. 184' . 0 304 9 313 497 : •" 512 .:. 08:15 1 0 1 2. 5 1 4 10 12 7 186 0 193: ;.1 0 1 2561 12 268. 461 473 _,< 08:30 0 0 3 3 2 0 2 4 7 14 163 3 180 ' 1 0 1 2621 12 1 274 454 461 !?.V 08:45 2 0 0 2 4 1 1 5 10 12 11 157 8 176 1 1 1 2511 10 1 262 438 450. 7:15-8:15 " 0 1 1 1 .4 1 5 1 17 1 2` 1 29 1 48 1 53 1 60 1830 1 11 1 901 1 113MI 42 1 1378 1 2279 23321:,. 04:00 3 0 1 4 8 0 13 21 25 10 291 3 304. 3 246 16 265 569 594,•;' 04:15 1 0 2 3 11 2 7 20 23 13 269 4 ,286 :.:. 3 268 5 276, 562 4:585 04:30 3 1 4 8 6 1 14 21 29 10 361 1 372-- 2 240 11 253. 625 654 _... 04:45 1 0 1 2 4 0 16 20 22 8 346 2 356 3 307 14 324' 680 702 05:00 1 1 1 3 15 0 25 40 43 8 389 1 398 . 1 283 26 310 708 .751 05:15 1 0 2 3 5 0 7 12 15 14 322 0 336.= 0 268 8 276 612 627>:" 05: 1 0 1 1 0 1 4 0 8 12 13 10 298 0 308::• 1 200 6 207 515 .:52& 05:45 1 0 0 1 2 0 6 8 9 8 12691 0 1 277 1 2 1 193 1 9 204 1 481 c490_< 4:30.5:30 1. 6 .1 2 8 1 16 1 30 1 1 1 62 93 1 109 1 40 114181 4 1 1462 1 6 110981 59 1 1163 1 2625 2734 -71 PHF 0.5 0.58 0.92 0.9 L = left turn S = straight R = right turn EUGENE G. COPPOLA, P.E. P.O. Box 260027 Littleton, CO 80163 Phone: (303) 792.2450 TABULAR SUMMARY OF VEHICLE COUNTS Intersection: Lincoln & Lemay Date: 1/30/2007 Observer: Harry Day: Tuesday City: Fort Collins Time Begins Northbound: Southbound: Total north/south Eastbound: Westbound: Total east/west Total All L F S T R Total L S R Total L S R Total L S R Total 07:00 10 59 4 73 20 99 11 130 203 0 29 15 : 44 : - : 1 14 8 23 , . 67 270 07:15 14 73 9 96 28 118 14 160 256 3 34 14 -.. 51 9 16 16 Al'- 92 348 -", 07:30 8 60 7 75 12 149 7 168 243 5 27 8 40 . 8 14 23 45 85 '-.128 07:45 20 70 17 - °107 55 221 17 293: _ 400 1 55 16 - 12. :- 5 17 18 '.40 112 =.512 `= 08:00 25 66 9 100 31 128 20 179 :: 279 7 39 23 :.. ..69 .- 15 40 30 •:::' 85 154 08:15 22 72 10 104 25 86 10 : 121` 225 2 30 12 44, 7 19 17 43 ._ 87 312 -i 08:30 12 66 12 90 21 111 7 139'. ` 229 7 53 14 74 ` :. 8 25 24 57 131 360 =' 08:45 26 61 12 99 27 113 17 . 157 , : 256 5 29 13 47 . 9 24 14 47 94 350 '.. 7:15-8:15 1 67 1269 1 42 378 126 1616 1 58 1 800 1 1178 1 16 1155 1 61 232 37 1 87 1 87 211 443 1627 04:00 41 141 14 196 24 111 11 146. 342 9 44 37 90 - 10 44 46 . ` 100' 190 '532 '. 04:15 27 156 10 193 : 41 137 7 185 378 16 57 34 107` 25 50 55 130•. 237 615.- 04:30 33 115 7 155 18 102 12 >.. 132 '" 287 11 29 35 75 29 48 56 133: 208 '495 '-' 04:45 37 161 15 213 16 120 11 147 = 360 13 43 31 87 ' . 28 43 49 120 207 ; "567 05:00 45 155 11 211 22 157 7 186 397 11 38 46 95 25 44 61 130— 225 ''622 ;. 05:15 28 125 13 166 23 91 10 124 : 290 16 42 30 88 23 39 49 .` 111 199 '489 05:30 37 171 18 226 27 111 13 151 377 14 27 31 72:'i 21 34 50 105 177 ';55A, 05:45 1 36 1 1271 10 1 173 1 11 1 96 1 12 1 119: .'1 292 1 17 1 31 1 21 1 69 17 1 43 1 36 ,-;96 1 165 1 457_. 4:15.5:15 1142 1587 1 43 772 97 1516 1 37 650 1422 51 1167 1146 1 364 107 185 1221 513 877 '' 2299'.: PHF 1 1 0.91 1 0.87 1 1 0.85 1 0.96 L = left turn S = straight R = right turn EUGENE G. COPPOLA, P.E. P.O. Box 260027 Littleton, CO 80163 Phone: (303) 792.2450 TABULAR SUMMARY OF VEHICLE COUNTS Intersection: Lincoln & Link Date: 1/30/2007 Observer: Brian Day: Tuesday City: Fort Collins Time Be ins Northbound: Southbound: Total north/south Eastbound: Westbound: Total east/west Total All L S R Total L S R Total L S I R Total L S R Total 07:00 4 23 18 45.'. 5 9 2 16. ': 61 20 25 9 54 9 22 17 '48 102 163. 07:15 8 23 11 :. " 42 ;` -' 2 15 2 " 19 ' 61 21 50 12 - 83 13 28 8 49 132 193- , 07:30 10 15 34 59x, 2 13 3 18 77 18 54 19 91 8 38 18 64 155 232 . 07:45 16 30 35 .''' 81 5 5 3 13 94 35 83 18 136 7 37 25 69 205 299 08:00 13 34 20 67 :. 6 18 7 -31 98 34 44 11 89` 13 34 11 58 147 245: 08:15 12 19 20 -: ` -51 = 6 12 2 20 71 18 46 11 -75 . 14 33 6 53 128 199 -` 08:30 7 12 16 35 ' 3 8 5 16 , 51 11 44 18 73 12 33 8 53 126 177 08:45 15 24 36 75 8 12 4 24 99 10 46 14 70 10 39 14 63 133 232 7:30.8:30 1 51 1 98 1109 1 258 1 19 1 48 15 1 82 1 340 1105 1227 1 59 1 391 1 42 1142 1 60 1 244 1 635 1 ,. 975 ' PHF 0.8 0.66 0.72 0.88 04:00 20 15 24 59 15 25 29 - 69 128 10 63 11 84 24. 66 11 101 185 313 04:15 16 11 22 49'. 13 14 13 40.. 89 9 60 21 90 20 57 10 87 177 266 04:30 35 12 44 91'r 15 4 35 54 145 11 70 21 102 38 101 6 145 . 247 392 04:45 12 5 21 38 2 9 16 27 ' 65 5 59 9 73 10 35 1 46 119 184 05:00 35 7 33 75 10 41 38 89 164 5 60 22 87 37 101 2 140 227 391 . 05:15 17 10 23 50 7 19 15 41, 91 6 57 17 80 19 63 3 85 165 256' 05:30 12 5 17 34` 10 14 10 34 . 68 1 63 12 76 23 65 4 92 168 236 05:45 8 2 21 31 ' 4 13 6 23.- 54 3 41 10 54 12 53 1 66 120 174t 4:15.5:15 1.98 1.35 1120 1 253 1 40 1 68 1102 1 210 1 463 1 30 1249 1 73 1 352 11051 Afl 19 1 418 1 770 1 1233 L = left turn S = straight R = right turn III M MM M III M III III M M Im M r M M. III M M EUGENE G. COPPOLA, P.E. P.O. Box 260027 Littleton, CO 80163 Phone: (303)792.2450 TABULAR SUMMARY OF VEHICLE COUNTS Intersection: Timberline & Lincoln Date: 2/6/2007 Observer: Brian Day: Tuesday City: Fort Collins Time Be ins Northbound: Southbound: Total north/south Eastbound: Westbound: Total east/west Total All —L—T S R Total L S R Total L T S F R Total L S R Total 07:00 49 49 3 .101. 0 70 13 - .:: 83 -*: _ :' 184 11 10 23 `' ._ 44.' 0 7 0 7 - 51 07:15 52 39 5 96 '" 1 106 24 131 227 8 2 10 20 0 1 2 3 23 25V.:.`., 07:30 64 51 1 116 1 114 25 1 140, 256 8 2 22 32 4, 0 4 0 • 4 36 292 07:45 69 63 0 132 1 87 21 109 .: 241 14 6 36 56 ;.- 0 2 0 2 58 '299 08:00 68 62 3 133 1 83 15 :: 99_ `.: 232 9 3 41 53 - 0 4 0 4 57 289 - 08:15 57 41 1 2 100. A 1 1 76 1 9 786 :.. "; 186 11 3 47 61 '. 0 2 1 3 64 250 : '• 08:30 38 38 6 82 1 57 18 76 `:" " 158 7 10 35 '.: 52 . 0 1 5 1 6 58 08:45 1 30 1 52 1 0 1 82 1 0 1 74 1 20 ~ 94 ': 176 13 1 5 1 -M 52 0 1 4 2 6- 58 -= 234 7:15-8:15 12511215 :9 1 477 1 4 13901 85 1 479 956 1 39 1,13 1109 1 161 1 0 11. . 2 1 13 1 174 1130, PHF 1 0.9 1 0.86 1 0.72 0.81 04:00 41 44 2 87- 0 55 18 73 160 19 1 13 61 93 0 3 2 5. 98 258 .=•, 04:15 37 61 3 101 0 60 13 73 ' 174 18 9 60 :..` 87...`` 0 7 1 8 .. 95 269 04:30 38 71 4 113 1 78 22 101 214 20 10 86 1% -: 0 5 1 6 .c 122 04:45 39 59 0 98 3 61 15 : 79 177 36 7 69 112 0 0 2 2 " :. 114 291" 05:00 43 93 1 137 1 94 22 117 254 34 16 116 166' 1 10 1 12•. 178 .>432, 05:15 20 64 0 84 1 59 15 75 159 22 8 69 99 0 3 0 3 102 261': 05:30 27 86 0 - 113 0j 64 17 81 194 25 10 84 119' 0 1 1 -2 121 315 -:> 05:45 30 f 64 0 94 0 54 10 64 158 18 8 1 57 83 1 0 1 0 1 84 242 4:15-5:15 11$7,1 284f 8 1 449 1 5 12§3 1.72 370 1 819 1108 1 42 13311 481 1. 1 22 5 1 28 509 1 1328, PHF 0.82 0.79 0.72 0.58 L = left turn S = straight R = right turn EUGENE G. COPPOLA, P.E. P.O. Box 260027 Littleton, CO 80163 Phone: (303) 792-2450 TABULAR SUMMARY OF VEHICLE COUNTS Intersection: Timberline & International Date: 1/31/2007 Day: Wednesday Observer: Brian City: Fort Collins Time Be ins Northbound: Southbound: Total north/south Eastbound: Westbound: Total east/west Total All L S R Total L S R Total L S R Total L S R Total 07:00 12 1 60 72 : 85 6 91- .' 163 2 2 4 0 4 167 :. 07:15 6 1 50 .56'- 110 10 120 ` 176 1 4 5 - :0 5 181 07:30 18 70 88 .:;' " 115 4 119 `. 207 1 6 7 . 0 7 214 . 07:45 12 80 92.:: 98 8 106:". 198 4 4 8 0 8 206 .". 08:00 22 70 -�..92.' = 90 9 99• 191 3 8 11 0 .: 11 202 '--: 08:15 24 60 -: 84 „ :, 100 10 110 194 4 10 . " 14 0 :. 14 --208.: 08:30 18 40 a. ' :58 .. ; 70 4 > 74 132 2 12 14 " 0 14 146 08:45 10 60 -.10 " ' 80 1 3 83 153 1 8 9 0 9 162 7:30-8:30 1 76 1280 1 .6 1 356 1 0, 403 1 31 1 434 1 790 1 12 0 1 28 1 40 1 0 1 0 0 1 0 1 40 . 830 04:00 14 79 ': 93.-.- 49 0 49 ... 142 3 11 14 0 .,... 14 156 , 04:15 10 83 193 ; 55 1 .56 149 2 9 11 0 11 160..-. 04:30 6 86 92 . `.' 54 2 56 '- . 148 3 23 26 0..,;. 26 174 ;- 04:45 6 99 105 ' 55 2 :: 57 162 4 13 17 0 17 179 05:00 3 104 107 54 0 54.' 161 8 24 32 0 32 .193: : 05:15 7 95 102 78 0 78 180 5 24 29 0 29 209 . 05:30 1 3 1 79 1 1 82 1 1 54 2 56 138 7 12 1 19 ., 0 19 =.157 05:45 1 5 1 71 1 1 76 :,11 1 62 1 1 1 -. 63 139 4 1 6 1 10 0 10 149 : 4:30.5:30 1 22 1384 1,, 0 1 406 0 12411 4 245 651 1 20 . 0 1 84 104 1. 0 1 O. 1 0,1 0 1 104 PHF 0.95 0.79 0.81 L = left turn S = straight R = right turn I I t ... MM. I J r I I 1 I I I Chapter — Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name tt2 ,Z& V, (a G Project Location TIS Assumptions Type of Study Full: 2c o D ? intermediate: Study Area.Boundaries North: South: East: West: Study Years Short Range: No Long Range: 2628 , o-45 Future Traffic Growth Rate Study Intersections A ll nrrnCC !t('iVPC 1.- 5•Tt�+-..�t G-4,+44-& 2. l,w•c.�t'w 6 a�rt%cuut? c 3. L�w t (�u 7. 4. 8. Time Period for Study A- . f A4 Trip Generation Rates X-C— Trip Adjustment Factors Passby: Captive 150! Market: / o Overall Trip Distribution is a0`/o ft 40`/ Sc f {t 45%ugh' Mode Split Assumptions Committed Roadway Improvements Other Traffic Studies N n-K-L Areas Requiring Special Study ti oa.t Date: /-a- W A Traffic Engineer: Local Entity Engineer: Larlmer County liban Area Street Standards — Repealed and Reenacted October 1, zuuz • rage 9-a.- Adopted'by Ledmer County, Clty of Loveland, Cfty of Fort Colflns I I rao Nka A I I I 11 L I I f I 1 I I r 1 XI. CONCLUSIONS Based upon the analyses, investigations, and findings documented in earlier sections of this report, the following can be concluded: • Site traffic associated with build out of Airpark Village is expected to be 2,051 morning peak hour trips, 1,822 afternoon peak hour trips, and 19,854 daily trips based on the anticipated land uses. • Since only a modest trip reduction was taken for internal trips and no re- ductions were taken for ride -sharing, pass -by trips and transit usage, a very conservative approach is presented in this study. • With aggressive background traffic growth and build out of Airpark Village, needed improvements will include new auxiliary lanes, additional traffic signals, widening the arterial street system, and constructing new road- ways. It is expected that improvements will be provided as needed to support future growth and development with specific improvements con- firmed or modified in future traffic studies. • The improvements indicated in this study conform to the Master Street Plan, the Mulberry Street Access Control Plan, and the East Mulberry Corridor Plan. • With the identified improvements, all traffic movements, all approaches, and all intersections will function acceptably through the long-term based upon City level of service standards. • Airpark Village is viable from a traffic engineering perspective. In summary, it is concluded that the street system identified in this study is consistent with area planning documents and can accommodate long-term traffic demands including build out of the initial phases of development within Airpark Village. 20 I I LJ 11 I I IX. TRANSIT This site is within the Transfort service area and therefore, transit service will be consistent with demand. Based on the transit service proposed in the East Mulberry Corridor Plan, there will be 30 minute service along the new arterial roadway with a number of stops planned within Airpark Village. The developer of Airpark Village is also contemplating a state of the art people mover and Intermodal. X. MASTER STREET PLAN COMPLIANCE The street network planned with Airpark Village complies with the Master Street Plan presented in the East Mulberry Corridor Plan and future access restrictions along Mulberry Street. The plan presents an evolving street network to accommodate development and redevelopment of this area. The Master Street Plan recognizes potential redevelopment of this site and identifies the following actions among others: • Connecting Airpark Drive to International Boulevard. • Constructing a new two lane arterial street to the north of Lincoln Avenue between Timberline Road and Lemay Avenue. • Expansion of the collector street system. Improvements associated with Airpark Village will support, reinforce and initiate construction of the Master Street Plan for this area. Consequently, the street system planned with this development is consistent with area planning documents. 19 I I I [1 I 1 11 1 1 I City requirements state that at signalized intersections, all traffic movements, ap- proaches, and the entire intersections must operate at LOS 'For better. The mini- mum operating criteria will be met at the Mulberry Street — Lemay Avenue intersection during the afternoon peak hour. At other times including the morning peak hour, improved levels of service are expected. All other intersections, traffic movements, approaches, and intersections will operate at LOS 'D' or better at all times. Since City standards allow intersection LOS 'E' in mixed use districts, all criteria will be met or exceeded. This indicates that acceptable operations will be realized at all times, at all intersections with Airpark Village fully developed. This clearly demonstrates that the indicated improvements can serve long term traffic demands including Airpark Village. Capacity worksheets are in Appendix C. VII. PEDESTRIAN FACILITIES Given the age of most area streets and County standards, the existing pedestrian system is very limited. The pedestrian system planned for Airpark Village will conform to City criteria. Accordingly, the sidewalk system will be upgraded over time. VIII. BICYCLE FACILITIES Bicycle lanes are limited in the area of the site; however bicycle improvements are planned with this development. Improvements will be made as the area develops and will comply with City standards and the Bicycle Network in the East Mulberry Corridor Plan. W J 1] 1 I 1 I 1 I [1 LONG-TERM OPERATING CONDITIONS WITH AIRPARK VILLAGE INTERSECTION CONTROL APPROACH/ MOVEMENT LEVEL OF SERVICE AM PK HR PM PK HR Lemay — Lincoln Signal EB C D WB C C NB C C SB C C Overall C C Lincoln — Link Signal EB C C WB C C NB C C SB C C Overall C C Mulberry — Link Signal EB B B WB C C NB D D SB C D Overall C C Mulberry—Lemay Signal EB D E WB C E NB D E SB C D Overall D E Timberline — Lincoln Stop EB R B B WB R B D Mulberry — Timberline Signal EB B D WB D C NB D D SB D D Overall C D Timberline — International Signal EB C C WB C C NB C B SB C C Overall C C Mulberry — Airpark Stop EB L D C WBL B C NB R B C SB R C D 17 I 0 d L L auipagwil c u c J IV W E O w f7 c m a m 3 ,o p FM a LL K uj J Z ��• �111�. � Z a 16 m O N N — t in o o OO L/00£ v a r ♦- OE9/09b 1 SLL/szS 09/09L T (� OZb/SZL SS/OOZ N m O inN m j t-Ol/OL ♦- 066/SLZ L SLOL/9Z9--+ S4L/90Z� � g N N c o U / 000 •l �t Sb lig6b 'o S9/9t� Y m m Ob 6/o1 �► (L m c . o �`oo OL r ao �m 0 0 � 0 w W w J 0 Z M mmo r � m o N - k- OSZ/S9L 4-- 909/Sb9 1 'r— 9EZ/OLE OEC/09t T euilLagwil 99LIM-1. o o e SOb/SL L N N N m In LLY 0 o� M N Om Q M N N h � .1 t Ol/S S9l/OEL-� T Q N M i[1 N m n 0 m N O ��2 L OL/OL �N�-SL/OL o£/oz SOE/9£L-�4 1) T r' OL/S� moo MINK N N �n m m in m O O O O O N —NO M N M M L s9/09z N m m L OL9/099 or o �" �-- 9EOL19LD `* �-- 0£LNO£6 .1 ooz/96 J 1 1, 917/ot Fewa-/ st,Usoz—o W) T ( ozE/szz --�' � T ( Ol6/S90L —r o�i to-- 990U099-1. m m o O9/09 -� N N Olvon g N7i N m N m O � < m 15 I 1 C_I 1 1 1 1 1 1 11 1 1 1 1 1 VI. TRAFFIC IMPACTS In order to assess operating conditions with Airpark Village fully built, capacity analy- ses were conducted at the City identified critical intersections. Total traffic (back- ground traffic combined with site traffic) was developed and is shown on Figure 8. Prior to commencing capacity analyses, traffic volumes were reviewed from an auxil- iary lane standpoint. The results of this review are discussed in the following section. A. Auxiliary Lane Requirements Traffic movements at critical intersections were reviewed during peak hours using City auxiliary lane warrants. It was determined that northbound dual left turn lanes will be warranted on Timberline Road at the International Avenue intersection and on several intersections along Mulberry Street. Right turn lanes were also added where peak hour traffic is expected to meet warrants. These lanes will be warranted based on total traffic which is the combination of background traffic and site traffic. This review resulted in the long-term roadway geometry shown on Figure 9. B. Long -Term Conditions Long-term operating conditions with buildout of Airpark Village were assessed using the long-term total traffic shown on Figure 8 and the long-term roadway geometry shown on Figure 9. Analyses were conducted to the level necessary to identify acceptable conditions. Additional 'tweaking' may result in improved levels of service. Resultant total traffic levels of service are shown below for long-term peak hours with Airpark Village fully built. 14 1 [] . O O d 0 m C 0/OO, OE9/09b 0 SESZL 94 +-9/5Se a N40O 'oN Nf NNrF j y L s— 9O"SZ//9S69E r- OLZ/9LL 09/09L-r 1 (� OLb/009- 09z/SEL-1 I 1 (* auiljagwil 96e/099—+ o00 OZMPL-41 '2 SEs/sbb—► QoQ S/Os; N rz N O SOz/S9l-� V1N1I] GD C N NQN t7NN � N � C O C o J � 0 N O O yJetl//� N N N k—u/S S9/Ob N N O O N � � N O U LL LL d Z LV � J N d d 0 O LL Q CD 0 �r Nam? p d d i W Q ~S/oi o p r O£ o n Z O F SS�Si ��/ 061 ObL/ps9\ti 1 o OL/OL 2 o J Z ♦ oo -NSL/OL `- � oe/oz oL/s—. NOO ose/seL A o j N N I� O " m Imo N oeN f\NN N N 09/09 ry��p t OES/SL6 N +— SeOL/SLD v +--- 9LLL/099 OOZ/S6 j � S4/OL �(ewa� SEL/9LL-1 1 (� oze/SZZ� 1 (� OL6/990L--► CNNo 996/069� NNo OS/08� N N 06Z/OZL v e N N N ; N � N N d a 13 11 V. FUTURE CONDITIONS A. Roadway Improvements Major roadway improvements are planned in the area of the site in the long-term. All new streets, major roadway widening of existing streets, and spot improvements and upgraded intersection controls needed to maintain acceptable operations were as- sumed built to City standards in the long-term. These include: • Widening Mulberry Street to six lanes. • Providing double left turn lanes at all major intersections. • Building free flowing right turn lanes where needed. • Limiting access to Mulberry Street to accesses at 12th Street, Airpark Drive, and Industrial Drive and maintaining full signalized access at Lemay Avenue, Link Lane and Timberline Road. • Restricting turns at the Timberline Road — Lincoln Avenue intersection. The above improvements are presented on the Master Street Plan, the East Mulberry Corridor Plan, and the Mulberry Street Access Control Plan. These changes have been fully considered in this study. B. Background Traffic Background traffic was developed using an annual growth rate in the range of 2'/z% per year on arterial streets and 1'/z% per year on collector streets. Growth factors were applied to existing traffic to approximate 2030 traffic. Long-term background traffic is shown on Figure 7. It should be noted that while the growth rates indicated would include some traffic from the Airpark Village site no downward revisions were made. Also, the removal of current site traffic was not considered when background traffic was determined. Consequently, background traffic is likely overstated. 12 0 a 04 L/004 N O O N N F 09/OOZ SZ/SB SZ/S9- I (� MS9� OLUSZ-� T aui��agwil OS/OSL-)I h OZZ/59� n N z o Q - N OOZ/OZ to N � r O C O u C J Jyaed�i O O N o � N y T OOL/06--), 00 N O a; N N � N U d U. L N � m � � N O N rLU O LL_rn , 2 d m N L c Q a o �c EL d v � o (1 H z 09/Og£ o w Z P o M N 1 h R I 00 UOL� N o� N N O O O O 0 0 o O a t 09/S4Z 1 'L SZ/OOZ 1 �9L/09E Aewaliv OL/06-�4 00ME� 1 o O N OS/OZ o N N O � d a 11 � autijagwil 0 °�0�► c 0 u c J Z O F D m y d � O O) U IL {i LL 9 W I. - ME Rewa� a o a � c C N d a u � c 10 I 1 I [1 1 1 .1 PRELIMINARY SITE TRIPS FOR INITIAL PHASES OF DEVELOPMENT WITHIN AIRPARK VILLAGE Daily AM Peak Hour PM Peak Hour Land Use Size Rate Trips Rate In Out Rate In Out R & D Center 80 KSF. 8.11 649 1.24 82 17 1.08 13 73 Hotel 100 Rooms. 8.92 892 0.67 39 28 0.70 34 36 Business Condo 100 KSF 11.01 1,100 1.55 136 19 1.49 25 124 Condos 500 DU 5.86 2,930 0.44 183 37 0.52 174 86 Office Park 150 KSF 11.42 1713 1.74 232 29 1.50 31 194 Conference Center 1,500 attendees 3.0 4,500 0.3 338 112 0.2 75 225 Trade Show Area 500 attendees 3.0 1,500 0.1 38 12 0.1 12 38 Business Park 750 KSF 12.76 9,570 1.43 900 173 1.29 223 745 Condos 86 DU 5.86 504 0.44 31 7 0.52 30 15 Sub -total 23,358 1,979 434 607 1,536 15% Internal Trips -3,504 -297 -65 -91 -230 TOTAL 19,854 1,682 369 516 1,306 As shown, this development will generate 2,051 morning peak hour trips, 1,822 afternoon peak hour trips, and 19,854 trips per day. These trips will be reduced by transit usage, pass -by trips, and ride -sharing typical of large employment areas and activity areas. Since no reductions were taken for these trip saving measures, site trips are considered conservative (high). C. Trip Distribution Trip distribution is a function of the origin and destination of site users and the avail- able roadway system. In this case, most site traffic will use Timberline Road, Mul- berry Street or Lemay Avenue to access the site. Approximate site traffic distributions are shown on Figure 5 with morning and afternoon peak hour traffic presented on Figure 6. It should be noted that site traffic was assigned to the existing street system or new streets planned with the initial phases in Airpark Village. Additional access will be available when the ultimate street system is built. 0 t r � FMb F — b $� po , eY i s n a, y,F4w3 Y ' a � � Set'h-�a' h' i IdSL.4G-rN.�'� :.G..'�.� •�+.'. a e a r> l'i4, S fi,l t }t}i�t K ... y •' "nST"-�...."1 _ ❑❑41 [F L 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 S F— M � a uj W 0 o W f7 Q 3 s auiljagwil w z C O i. A C W C C O i7 C J �U17 `. \I IVY• f I 5 * 0 a 7 t 1 1 1 1 1 1 1 Current roadway geometry was obtained in the area of the site and at all critical intersections. This geometry is shown on Figure 3. IV. DEVELOPMENT ISSUES A. Project Description Airpark Village is a planned mixed -use development having a wide blend of land uses. Most of the planned uses are speculative at this time but will be better defined as specific areas are planned. Until that time, the uses assumed in this study represent the developer's vision. Several broad categories of land uses are expected including office, services, research labs, light industrial, hotel, conference center, restaurants, retail, exhibition space, convenience retail, and residential. The initial concept plan for Airpark Village representing some two million square feet of space is presented on Figure 4. It is expected that the plan will be refined and expanded in the future. B. Site Traffic Site traffic was estimated using the Institute of Transportation Engineers (ITE) publi- cation, "Trip Generation, 7th Edition", a nationally recognized reference. Most planned uses had corresponding ITE land use designations consistent with the in- tended development and support functions. The conference and exhibition center uses, however, are unique uses and site traffic was estimated based on anticipated functions and the design team's collective experience. Events at these facilities will typically start after the morning peak hour and end before the afternoon peak hour with most attendees expected to remain on -site. Representative attendance esti- mates were provided by the developer for major events of national significance. These events will occur periodically throughout the year with smaller, locally staged events possible at other times. Site trips related to Airpark Village at build out are shown below. A r I 4--48£/09Z � ZZ/9L °'' N o �J I � B/6 4-- Z � LSL/ESZ SM9 0 i+ � OLZ/HZ j LZL/90L L4Z/EOb—i S!b-� 1 ZOZ/96 -} 1 (� ouiljagwil b/LE�1 N m E6Z/08E—► LZ£/OLZ� o ao 0 a aN ZUS8 --,1 o v bZL/E6 rn�m �n o a"ovrn co C O .g y C C — O u c J � m 0 N M '�-- 8/b N . ,— Zn 1 ,r 9/0 OUL L/Z MU --,4 o m o CD a � U a a Q N m F 0 Z c H 0 Z W Y. ui Wp J A � ro ^ v SF,g6 �- 86/[g ONj61 o R LO19S16ti 6/8 j' o> o 4— 0 L/9 ZZ/n h N 96WL8-� � 1 L/b —► M n o r� N � m L Eb2b m m N o 00 L EZE/ESZ 4— L99169Z N F L99/bS£ _1 ZbL/L9 1 LZ/9 Aewal L619ZL1 1 (� S6L/L£L-.1, 1 (* 9LS/9L9--► Z091LOSS ^ r LE/BS--y co N Z 9LL/ZL r a 5 � k 1 1 1 III. EXISTING CONDITIONS A. Existing Road Network Airpark Village is generally located between Timberline Road and Lemay Avenue with planned connections to both of these streets plus International Boulevard, Link Lane, and Airpark Drive. Both Timberline Road and Lemay Avenue are classified as arterial streets with Lemay Avenue classified as a two lane arterial and Timberline Road classified as a six lane arterial. Both Timberline Road and Lemay Avenue are built as two lane roadways in the area of the site. Mulberry Street is the primary east — west street serving this area and is under CDOT control. It is currently built to four lanes with future widening planned to six lanes. International Boulevard and Lincoln Ave- nue are classified and built as two lane arterial streets. Area collector streets include Link Lane, Airpark Drive, and Industrial Drive. For the most part, the collector streets all have one lane in each direction plus auxiliary lanes where needed. Virtually all area streets were built under County standards and while fully functional they do not comply with current City standards. The Lincoln Avenue intersections with Lemay Avenue and Link Lane are currently signalized as, are the Timberline Road, Lemay Avenue, and the Link Lane intersections with Mulberry Street. All other intersections are under stop sign control. B. Surrounding Land Uses Significant industrial development lies to the southwest and east of the site with areas designated for employment and residential uses located to the west and north. C. Existing Traffic Weekday morning and afternoon peak hour traffic counts were conducted at key intersections as part of this study. Data was also collected from other traffic studies and sources. Current peak hour traffic is shown on Figure 2 with count tabulations provided in Appendix B. n II. AGENCY DISCUSSIONS Prior to undertaking this study, scoping sessions were held with Ward Stanford and Eric Bracke. During discussions, it was determined that a planning level transporta- tion impact study was appropriate given the lack of detailed development information. Key areas of agreement and direction are identified below. • Statements of future pedestrian, bicycle, and transit levels of service should be provided. • The City asked that the study area be expanded to include Mulberry Street. This resulted in a doubling of the number of intersections evalu- ated from four to eight. • Preliminary assessments of long-term peak hour conditions with Airpark Village fully built were required for planning purposes. • Traffic growth on arterial streets of 2'h percent per year is reasonable to estimate future background traffic with growth of 1'/z percent reasonable for collector streets. These growth rates were considered high but rea- sonable for a planning level analysis. • It was requested that compliance with the Master Street Plan be reviewed for this development. The above items are included or addressed in the following sections of this report with the initial scoping forms available in Appendix A. Additional discussions were held with key staff and others while updating this study. Those discussions relate to the expanded study area and the roadway system planned with Airpark Village. 3 0 �r 4 sea. _—rTN DR E 16 L I r1l ROSPECT �RD r-PROSPECT-RD aP ot Uj Lo Figure 1 VICINITY MAP 1 I. INTRODUCTION ' This transportation impact study addresses and supports the initial Airpark Village Overall Development Plan (ODP). It updates an earlier study for this development by ' reflecting the development as currently planned expanding the study area as re- quested by staff and responding to comments on the earlier study. Airpark Village is ' a large mixed use development located between Timberline Road and Lemay Ave- nue, north of Lincoln Avenue, in Fort Collins, Colorado. It represents re -development ' of the Fort Collins Downtown Airport. A vicinity map is presented on Figure 1. This transportation impact study follows the established guidelines for ODP level studies by identifying potential improvements needed to serve this development. It is ' intended to be a broad -brushed, planning level study with more precise evaluations planned in the future. The following key steps were undertaken as part of this study. • Obtain current traffic and roadway data in the immediate area of the site. ' • Determine build out site traffic and distribute this traffic to the nearby street system. ' • Develop long-term background traffic. ' • Evaluate future long-term operations with Airpark Village fully developed. • Conceptually assess the pedestrian, bicycle, and transit networks serving ' the site. • Identify deficiencies and recommend measures to mitigate the impact of ' site generated traffic and enhance the alternate travel mode systems as appropriate. ' Key areas of investigation are documented in the following sections of this planning level transportation impact study. t H I 1 LJ List of Figures Figure1 Vicinity Map.............................................................................................. 2 Figure 2 Current Peak Hour Traffic......................................................................... 5 Figure 3 Current Roadway Geometry ..................................................................... 7 Figure4 Concept Plan............................................................................................ 8 Figure 5 Site Traffic Distribution............................................................................ 10 Figure6 Site Traffic............................................................................................... 11 Figure 7 Long -Term Background Traffic............................................................... 13 Figure 8 Long -Term Total Traffic.......................................................................... 15 Figure 9 Long -Term Roadway Geometry .............................................................. 16 Table of Contents I. INTRODUCTION................................................................................................. 1 II. AGENCY DISCUSSIONS.................................................................................... 3 III. EXISTING CONDITIONS..................................................................................... 4 A. Existing Road Network..................................................................................4 B. Surrounding Land Uses................................................................................ 4 C. Existing Traffic............................................................................................... 4 IV. DEVELOPMENT ISSUES.................................................................................... 6 A. Project Description........................................................................................ 6 B. Site Traffic..................................................................................................... 6 C. Trip Distribution............................................................................................. 9 V. FUTURE CONDITIONS..................................................................................... 12 A. Roadway Improvements............................................................................. 12 B. Background Traffic ............................... :...................................................... 12 VI. TRAFFIC IMPACTS........................................................................................... 14 A. Auxiliary Lane Requirements...................................................................... 14 B. Long -Term Conditions................................................................................. 14 VII. PEDESTRIAN FACILITIES................................................................................ 18 VIII. BICYCLE FACILITIES....................................................................................... 18 IX. TRANSIT........................................................................................................... 19 X. MASTER STREET PLAN COMPLIANCE.......................................................... 19 XI. CONCLUSIONS................................................................................................ 20 I I Transportation Impact Study AIRPARK VILLAGE Fort Collins, Colorado Prepared For: Lloyd Goff 1593 S. Jamaica Street Aurora, CO 80012 Prepared By: Eugene G. Coppola, P.E. P. O. Box 630027 Littleton, CO 80163 303-792-2450 February 4, 2008