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HomeMy WebLinkAbout98 - Traffic Impact Study - Gallatin Park Subdivision Ica:��v --"a®earr•hr.;ra;. . a GALLATIN PARK SUBDIVISION GALLATIN COUNTY, MONTANA PRELIMINARY TRAFFIC REPORT AUGUST, 1998 l 1 THOMAS, DEAN & HOSKINS, INC. GREAT FALLS - BOZEMAN - KALISPELL, MONTANA SPOKANE, WASHINGTON AND LEWISTON, IDAHO TD&H JOB NO. B97-25 o- TABLE OF CONTENTS Page Number BackgroundInformation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I Intersection Level of Service . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 StorageCapacity . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Recommendations . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . 4 Appendix A-1 Trip Generations Appendix A-2 Train Delays Appendix A-3 Storage Capacity Appendix B projected Traffic Flow Calculations Background Information Gallatin Park is a 34 lot subdivision located on Manley Road on the north side of Bozeman in Gallatin County, Montana. It will be composed of commercial development. The purpose of this study is to examine the impact the development will have on the access roads. The Gallatin Park Subdivision is located on the west side of Manley Road approximately one half mile north of the Manley Road/Griffin Drive intersection. From Griffin Drive it is possible to get to North 7" Avenue and Rouse Avenue, two major arterial streets in Bozeman. There are two access points into the Gallatin Park Subdivision on Manley Road. When leaving the subdivision, the vast majority of people will be southbound which is a right turn. Northbound traffic traveling to the subdivision will have to make a left turn off of Manley Road. This should not be a problem because there will be minimal oncoming traffic north of the site so it should always be easy to make a left turn into the northerly access. If other developments are built north of the site in the future, access into the subdivision may become a problem. Since access to the subdivision should be relatively easy, the intersection which will dictate the traffic flow characteristics, will be the Manley Road/Griffin Drive intersection. Therefore, this study concentrated on the Manley Road/Griffin Drive intersection. Trip generations for the subdivision are based on Institute of Transportation Engineers (ITE) trip generation tables. Existing traffic data was gathered from traffic counts taken by Thomas, Dean and Hoskins on July 17 and 18, 1998 and from Average Daily Traffic (ADT) information acquired from the Montana Department of Transportation. Counts indicate that the AM peak hour has higher traffic volumes than the PM peak hour, therefore for the purpose of this study only the PM peak hour was examined. It was necessary to assume the different land uses for the commercial development to determine the trips generated. At full development the subdivision will generate an estimated 4660 trips. The traffic counts and projected trip generations can be seen in Appendix A-1. It is reasonable to assume that at least 95 percent of traffic leaving the subdivision will travel south towards the Manley Road/Griffin Drive intersection to reach Bozeman. To be conservative it has been assumed that 100 percent of traffic will head southerly towards Bozeman. Since this is a commercial subdivision, 50 percent of trips generated by Gallatin Park are projected to be coming from Bozeman during the peak hour while the other 50 percent are leaving. Current traffic counts indicate that approximately 45 percent of traffic turns left off of Manley Road towards Rouse Avenue and 55 percent turn right towards North 7th Avenue. As the trips from the subdivision rise it is expected that a greater percentage of vehicles will turn right towards North 7th Avenue to mitigate the conflicts of a left turn movement. Pedestrian traffic must always be included in a traffic report. There are no schools in the vicinity Page 1 of the Manley Road/Griffin Drive intersection. Once the subdivision is built, pedestrian traffic outside the subdivision is expected to be minimal since there are few desirable destinations within walking distance of the subdivision. There is a railroad crossing 275 feet west of the Manley Road/Griffin Drive intersection on Griffin Drive. A dispatcher at Montana Rail Link was contacted to obtain train traffic information. He said that this track can expect to see anywhere from 1 to 50 trains a day traveling at speeds ranging from 35 to 65 miles per hour. The train lengths are estimated to be between 500 feet to 8000 feet long. For a worst case scenario, it was assumed that a train 8000 feet long traveling 25 miles per hour crossed the road during the peak hour, while allowing 30 seconds for the railroad crossing gates to be lowered before the train reached the street and 30 seconds after the train completely crossed the road before the crossing gates rose. This would cause a 4.6 minute delay in traffic. During the peak hour it is estimated that 6.7 cars a minute will reach the railroad crossing. This scenario would back up traffic to the east to the Manley Road/Griffin intersection in 1.64 minutes. As the ADT increases, coordination with the railroad may be necessary to minimize train traffic during peak hours. The only other options are relocating the train crossing or relocating the intersection. Both of these options are too costly to be reasonable. Calculations for train delays can be found in Appendix A-2. Intersection Level of Service The Level of Service (LOS) analysis was performed on Highway Capacity Software Release , 2.1 a. Eight different scenarios were analyzed to determine the level of service at the Manley Road/Griffin Drive intersection. The results can be seen in Table 1. Current traffic counts were taken by Thomas, Dean, and Hoskins on July 17 and 18. When the LOS of any of the traffic movements dropped below C either a turning lane was added or it was assumed that a larger percentage of drivers would opt for a traffic movement that provided a better level of service. This is a reasonable assumption the lane that has the lowest LOS is the south bound left and since Griffin is bounded by major arterial streets, people can reach Bozeman by either route. Traffic movements and LOS results are explained in more detail in Appendix B. A definition of LOS and a description of each category is also given in Appendix B. Page 2 TABLE 1 TRIAL SOUTH BOUND SOUTH BOUND EAST BOUND LEFT RIGHT LEFT TRIAL A-Existing conditions (traffic counts taken by TD&H) A A A TRIAL B-Existing conditions&projected Gallatin Park Subdivision trips at full development F F A TRIAL C-Same conditions as Trial B except separate lanes provided for left&right traffic movements D A A TRIAL D- Same as Trial C except assume 85%of south bound traffic will turn right � ,�.;' C B A TRIAL E-Projected volumes ear 2005 ith Gallatin Park Subdivision at fu a opment and an additional 140 trips traveling through the intersection during the peak hour F B A TRIAL F- Same as Trial E except assume 85%of south bound traffic will turn right D B A TRIAL G- Same as Trial F except adding an east bound left turn lane C B A TRIAL H-One of the possible traffic:low combinations that maximizes the capacity of the intersection without dropping any of the traffic movements to LOS F. E E B Storage Capacity Turning lanes require storage capacity. The storage capacity required for the south bound left turn lane and south bound right turn lane is 90 feet with 96 feet of taper length. The east bound turning lane requires 50 feet of storage, 235 feet for decelerating from 30 miles-per-hour, and 96 feet for tapering. These calculations and a sketch of the general geometry can be found in Appendix A-3. Page 3 Recommendations It is recommended that when improvements are being made for the Gallatin Park Subdivision, left and right turn lanes for south bound traffic at the Manley Road/Griffin Drive intersection be provided. It would also be beneficial to provide a left turn lane for east bound traffic to improve the level of service for future developments. Traffic signalization at 7th/Griffin Drive and Rouse/Griffin Drive intersections will be required long before it will be required at the Manley Road/Griffin Drive intersection. If further development in addition to the Gallatin Park Subdivision occurs, a traffic signal may be required sometime in the future. A subdivision improvements agreement should discuss how proportionate participation for a future signal installation will be accomplished. This participation should be based on actual traffic volume generation at some future date. 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BEGINNING TIME:__'_ COUNTER INITIALS:_�`'l___ tT �© a_ 1111 Ill 1 11 T4111 T T 1 1\1 I\\T11111Vl '41 l' 111T�1 W�1111-t 1i'\ \11111�1t�1���1►LG�I,lull{i++tt111 111 l 1 VZ G4t 7) VS V3 6Co) V-7 S��J Vq 9(o) V-1 G(o) r r BEGINNING TIME: COUNTER INITIALS:—____ 1\111 ,17 mill l 1 \ \ \\1111 1Al"1\ 11 wl 10 ml 1 \Ajall\1\l11l1l;,II 1uIIT1 i;1 '%ICj \ 11 tt\111 r V zCI) 7c/0) BEGINNING TIME: COUNTER INITIALS:_4ii __ J INTERSECTION NAME:— IGt, 4 11 a 119725 1 OF 1 TANLYSIS.DWG DATE OF COUNTS:_ 5/1 1 (31) 11111-11 lilt lrllllll-lllf7lIllIII Ill F -�- � « 1J��IIIIIj►T1111T, I "�- Vz 18(3) v5 33C9) vq. ZCo) Vq BEGINNING TIME: 7'30 COUNTER INITIALS:,If__ NO TH T1Ui!rIITI ill t; T,rul�„i!�,,; _11 � II�IT:'ITIJIl�Illlllfl�,Tfli"J - J, V2 L7(5) v5 C 3) o a U3 U 'J, ! co) e V,- p U9 a g BEGINNING TIME:—S•�— co COUNTER INITIALS: -f,-- vZ:oC l) V, 3G(6) BEGINNING TIME:_9_=0 _ Vj o V7 0 COUNTER INITIALS:-ZL -- 4a V9 I<o� J 9y rl Ifl II r II .II►11111�1rrllllll�ll/J/J .�Jll ITIIITTIILTIIIIfTll�4?Trj77IlII�;LIIl►-r71�1� _ E T 0 vZ o( % v: i13 Vi- O ✓q o BEGINNING TIME:_ n^•__ COUNTER INITIALS: B9725 1 OF 1 TANLYSIS.DWG INTERSECTION NAME:_��_%� DATE OF _ I j�� L u It�Gt�rrin1111111VTnll�Tlj,j,�Jll IIIIII -_� VZ v, 46CZ7 J V3 O V, I (off V¢p V, I Co) BEGINNING TIME:q-• I —� COUNTER INITIALS:� __ �I 0 NORTH r ��I I Ii�II I TI I t tSJ;rll�l}41�1 fill frF 5 �ar5 u. Vz27(2) VS x`r(I) 1 3 ) V-, O F c nG11IGc.� eb V 7- BEGINNING TIME:Lis___ COUNTER INITIALS: QA l r 1� �,(�i�ti����1,,T�jlu td 411U tlll�.litY11a11! FFVZ 36 C2- V 5 64(3) }jz coV3 0 V, z(o (J Vt 2(0) `lam Vq 0 BEGINNING TIME- COUNTER INITIALS-�� j 's —111111111u(IIITgJOIllt!tti sssl�1w III I\"� it+�ti�titta;1l,�aucu�t�lillUllliJ ,, n �,r,.;. <•.o 1. 1 d t�.C I '1- V, a=]) V, 53(j) BEGINNING TIME: ` V;,,'v) I "!0) � COUNTER INITIALS: _— !/,3Co) Va 3(U (---� `- ' B9725 1 OF 1 TANLYSIS.DWG INTERSECTION NAME: DATE OF COUNTS:_ "4'� ____ F r EXTRA ra�ur 37 VZ 37C3) VS 3-360 V 3 I rod V, U V4 Goo) V9 O BEGINNING TIME:_�'30 COUNTER INITIALS: MS NORTH 1 BEGINNING TIME:______ COUNTER INITIALS:_____ BEGINNING TIME:______ COUNTER INITIALS:___ I BEGINNING TIME:______ COUNTER INITIALS:_____ B9725 1 OF 1 TANLYSIS.DWG INTERSECTION NAME:_-6E/—FF//��� 1✓�_A_NL_E_r IDATE OF COUNTS:_?_/8_98 lsafuYdgLl) �~ tuns I 1 11 I 11 �t,►nn�11111n1 1 mrnniltltl� -45-- fib lil FAD 1,1 17. 1 'rram@ 4113 Z Cars bac�e-4 jn Y 1t7}h'�rc�r.^I UJo.s Nof 3IxLP.J v23X3) v5 4,0(4) 5 VJ3 7 Cod�4 ��V9 5(0) 12 BEGINNING TIME:Qo2 12Co) iZ�o� COUNTER INITIALS: 44S NORTH rr••``�l�t1l11u11111U111 IIII?1111111111111IQ,111�1111T111I l �fill 111011111alllflrlll+�k fill I 11 �i_ II Iihl _ r V2 37-(o) -- 5 V3 3(o) v-7 ✓��) Vq IZIo) VI 7CO) i' BEGINNING TIME:_4 3 COUNTER INITIALS:_l5__ �� �Ilnlnnl►u��Irll►1►1r1ultll�(Iil�ttl�,� _ =�- « w IIItf1111111111111111171u1�IIII�rIITI , VZCZ) 13 V5 V3 3(0) V7 16(o) •, V4 13Co) V9 -2 LOB BEGINNING TIME:-5*Oo — la COUNTER INITIALS:s?t__ �) � 1uIr1rT1111�I11IIIIIfI �lIrT111111� 7. :1 _� ,,. � 111111111�17>�IlII IIIh P I I I fill '" II � u11tr•I'�1 up _ r I 1 In! . r V? BEGINNING TIME:—_5 .zr' _ v, 10�0) V 11 Co) V Cod — COUNTER INITIALS:—,—,'".---- 4 9 17Co1 -13- B9725 1 OF 1 TANLYSIS.DWG INTERSECTION NAME:1}��1LCEY�^✓Q G�?/FF/N DATE OF COUNTS:_ LL9— L -'7171 P"7 c — �1 �11W�1II111I1111�iT�lllh�n,t Ilui,�11U111I111t11� �3 —111% ITI,11��T_. ��I1�11�jTl,%I1111111tu^ u1i rl vZ V3 1 Co) v5 53C1) V9 IICu)J BEGINNING TIME:_i- —�—_ �� +NT COUNTER INITIALS:,___ �a ; lit ,(I. �111111�111 1 1 �. .. � ,T1 I T�11 111111111t11 , O AU, 3� � tea Vz zS(Z) vs 39(3) I V3 Z(0) V7 7 CO) V4 6�O) V-, 1 ZL o) L BEGINNING TIME- COUNTER _✓__ (�_J COUNTER INITIALS: A�- r1i , '-?%\11111111 C\111\11111�J1�11I -7 d (J - 111,1.7+��{sll'SI11'(,�TII 11111�►1 ,I VZ Z¢{3) VS Z 7(1) U Ua r'CO) V" S(a) \\ V} 11(0) Vq 1360) �0 BEGINNING TIME:S'.Lrj __ COUNTER INITIALS: al ___ i �s�11�1111,Itifll�lllllllf1�1�1 v 2 • � • 11�11^�II�t111� 11111��� 1� Ttti� f1 I1 Vz Z3Ci) k 1 V, 5 (0) ✓ 6'�) V+- I4cI� V� 13(o) BEGINNING TIME:_S' ICOUNTER INITIALS:—�'b___ U , B9725 1 OF 1 TANLYSIS.OWG INTERSECTION NAME:—���` __1�_ --__— I T 4 i IDATE OF COUNTS:—DATE OF COUNTS:— aA� FRIDAY 7-1798(AM) FRIDAY 7-17-98(PM) SATURDAY 7-18-98(AM) SATURDAY 7-1898(PM) 07:30 04:00 07:30 04:00 V-2 60 V-2 72 V-2 18 V-2 33 V3 3 V3 4 V3 1 V3 7 VA 2 V-4 12 V-4 2 V4 12 V-5 86 V5 86 V5 33 V5 40 V-7 2 V-7 6 V-7 3 V-7 5 V9 1 V-9 15 V9 1 V-9 12 154 195 .58 109 07:45 04A 5 07:45 04:15 V-2 72 V-2 63 V-2 33 V-2 45 i V3 2 V3 12 V3 0 V3 1 V-4 1 V4 3 V4 0 V4 12 V5 129 V5 88 V-5 46 V5 53 V-7 1 V-7 4 V-7 1 V-7 2 V-9 5 V-9 12 V-9 1 V-9 11 210 182 81 124 I' 08:00 04:30 OB:00 04:30 V-2 57 V-2 60 V-2 27 V-2 32 V3 4 V3 5 V3 0 V3 3 V4 0 V4 6 V-4 0 VA 12 V5 93 V5 85 V5 36 V5 52 V-7 2 V-7 1 V-7 1 V-7 2 V-9 1 V-9 10 V-9 0 V-9 7 157 189 64 108 08:15 0445 08:15 04:45 V-2 58 V-2 65 V-2 27 V-2 28 V3 2 V3 1 V-3 1 V3 2 V-4 2 VA 5 VA 2 VA 6 V5 84 V5 80 V5 34 V5 39 V-7 2 V-7 11 V-7 0 V-7 7 V-9 1 V-9 14 V9 1 V-9 12 149 176 65 94 0830 05:00 08:30 05:00 V-2 80 V-2 98 V-2 30 V-2 39 V-3 1 V-3 5 V-3 0 V3 3 V-4 0 V-4 9 V4 0 V-4 13 V-5 75 V5 66 V5 36 V5 43 V-7 3 V-7 8 V-7 0 V-7 10 V-9 3 V-9 2 V-9 1 V-9 7 162 188 67 115 08:45 0515 08.45 05:15 V-2 54 V-2 64 V-2 36 V-2 24 V-3 2 V3 6 V-3 0 V3 5 V-4 1 V4 9 V4 2 V-4 11 V-5 75 V5 64 V-5 44 V5 27 V-7 0 V-7 5 V-7 2 V-7 8 V-9 2 V-9 8 V-9 0 V-9 13 134 156 84 88 09:00 05:30 09:00 05:30 V-2 68 V-2 60 V-2 50 V-2 23 V-3 2 V-3 5 V-3 1 V3 2 V-4 2 VA 7 V-4 0 V-4 11 V-5 76 V-5 65 V-5 47 V5 34 V-7 4 V-7 6 V-7 1 V-7 10 V-9 1 V-9 11 V-9 0 V-9 17 153 156 99 97 09:15 0545 09:15 05:45 V-2 54 V-2 46 V-2 35 V-2 23 V-3 1 V3 2 V-3 3 V-3 5 V-4 2 V-4 4 VA 3 V-4 14 V-5 47 V-5 59 V-5 53 V-5 30 V-7 6 V-7 7 V-7 2 V-7 6 V-9 4 V-9 11 V-9 3 V-9 13 114 129 99 91 09:30 V-2 37 V-3 1 V-4 4 V-5 33 V-7 0 V-9 0 75 TOTAL 1233 1371 692 826 TOTAL-DAY 2604 1518 v 0 0 0 o o o l !� r) `; C Nr O .2 O .2 O .2 o .2 O .2 O 0 0 0 0 0 0 0 0 0 0 0 i Z Z Z Z V) Z cn Z En Z I/) Z cn Z U) Z C C C C C C C C C C C C C C C C C C C O O O O O O O O O O O O O O O O O O O U U U U U U U U U U U U U U U U U U U O O O O O O O O O O 0 0 O O O O O O O � � A Q Q V O V O. C� cn V) N 7 00 [— O 3 Q W N N "t m vM') cn � m � V V � O II II «a II II II II II II II II II II II II II II II C] II II i- a Q Q Q ooQOQQOQ000QQ o o Q Q � 0 0 o ro cz I 00 a C7\ CD 6 N¢ Nn ¢' raa Va V O 00 00 00 Q\ UUO1 C1 I I G, 01 D\ '[!' M -- O, 01 O, C, G1 C C _ a 7 O O O U U U � I1 C15 co1I PLANNING DIVISION 406 444 7671 0,1�='j!6/98 23:34 (9 :01/01 NO:052 v, �; ��° �'� a�°A�� o u o�e o s�R �"„o �'�in ti `� •o a rts ti-�r;,`� n=°" ^'�S r n�'v r� �. h r�1o�� �r�►~•$� JiR.` �1r1� �.I��f`rt� ��` VN F- ------ V MEW f V N •• r r fig IFrpro N � ' Wo 141 WHIP tz- R e I IE A lid s � HIM � lonE $ �a 0 Q W W fit ••�v1s�'�� 'ISb�Zs �'IS15�tsl�.i� x 5 yy}} -6W 3 15Z b�S�f� ..W W w r,.W?y ul} 4J "� X �N1Z 072 ZN _W�W�2ZN21A x F �-fVr4 �nPf-pWO�r.�-.'-�b����'N r•�`/iC�A�i�R�Fi�l�l��RM?iRg:�7427��g� rr 1 APPENDIX A-2 TRAIN DELAYS 3s ,moo O "--..- o tn vi -7� A/+S�S U- ME A5 APH FoF '50cDO/ 7 uj La fm U,w zxx in 4A 4n 'D!OWA/ zc, c Ro s-,s JA/e G-A COME BoFoRe 773,+IW IVES R-4-/S-F 5 J?© SECONDS 77AI A) 15 GONE N C4 04 SEcotiD Fee- . t?, PASS (4 d SE Co AJD S-Fo CoXT-E z z/ , FTEg fVz4 Dfvr4op,-4iR1,,,r o, ,qlR lvco PE"41< clxl-177� 80 rev.D .4-F TiE/K 3C, 3 G - -7 1 4-Z_ 27s/ IAI ca rs 117 "a APPENDIX A-3 STORAGE CAPACITY 1 SO UT 130 tlAJP L,C-f-7 L,enIG 7'd = So u%fr' Gro'u�✓D / Ir T G �f Y;" SB L��T S6 ✓6Nx[ES OUF//t/6 PE�AK /,roue ;c�o� TKIAL 6 Pub = 0• 92 4n4A4n YJ W W xxx LnsA4 000 Lnoo �r �rva 60 �+.N — i�il/V H k- C1 N C/ (14 CI CI AV1 %A& i� L lici, % i a 5�a?AGj- R ccrc;;c_ ✓-ir-:/ _ 1 VF/'lGi�- M,/(ilrlu/•-, SroR.96� L��✓G�k la.>z rfNs�Gn/At,�tp /.✓r�f'sr cT/�. 5 ,s j�a ✓!:IIJ<. �B R16NT 516 VF=HI: )p ✓pff yy VPN O, O9S VEs SEG — S£,C,,, I v-6NIGL6 6d/F)2 y l a.S Saco,✓/>s ,4V",46E Si a. CF— — 1 V e r1IGI /V/ U.+i Siok�i0�f L�N6TN fol? U/�S16NAL +ZED //✓r�KSi c?rc,�S JS %�� V tl� '�� �yL1f17//✓ J.9i'� ;���'f�<' ;/L�I�:;� 5 L✓ff�� N�io- S/� 4 :•l:_ L ;,'/.�ii�.� i=✓ 65 nc + ff i TA C J )_ 1 ' . Vir-�✓rl.! � r /:.I F F,/.v; /r it//Y�I% %'�� 2.�// STa�iG� GAP,4cj7y c�iv�iNrrO ,CAS-r FC,) U Alp 1 66 ✓9 N 1 c-15 VPW 4n qz - W W W W W W IA to to ul O O ..rs--- " N IT c+vv c lC4 / v�c /N/C- 1 ✓riz y 2 a sL tea.✓vS �i-:.,v6-7N io'r' t�f/JS%G��i1!/��D Jr�Ti'��:. �.-:. �._• vF i/r c_ 1x s i'✓17/ai✓ t �_ /ri W %J F a K G�7Av� i5 23S ���•i -� 7i9�o/-' �/ Go/✓G/ r�!�f_' �a/2 r r % RfL /V S ✓ /!'gal /✓TKSF cTl o/✓ q6/ 9a/ - I E I i ' APPENDIX C PROJECTED TRAFFIC FLOW CALCULATIONS • Level-of-service C is in the range of stable flow, but marks Levels of Service the beginning of the range of flow in which the operation of The concept of levels of service is defined as a qualitative individual users becomes significantly affected by interactions measure describing operational conditions within a traffic with others in the traffic stream. The selection of speed is now stream, and their perception by motorists and/or passengers. affected by the presence of others,and maneuvering within the A level-of-service definition generally describes these conditions traffic stream requires substantial vigilance on the part of the in terms of such factors as speed and travel time, freedom to user. The general level of comfort and convenience declines maneuver, traffic interruptions, comfort and convenience, and noticeably at this level. . Level-of-service D represents high-density,but stable, flow. safety. Six levels of service are defined for each type of facility for Speed and freedom to maneuver are severely restricted, and the which analysis procedures are available. They are given letter driver or pedestrian experiences a generally poor level of comfort designations, from A to F, with level-of-service A representing and convenience. Small increases in traffic flow will generally the best operating conditions and level-of-service F the worst. cause operational problems at this level. . Level-of-service E represents operating conditions at or near 1. Level-of-service definitions—In general, the various levels of the capacity level.All speeds are reduced to a low,but relatively service are defined as follows for uninterrupted flow facilities: uniform value. Freedom to maneuver within the traffic stream • Level-of-service A represents free flow. Individual users are is extremely difficult,and it is generally accomplished by forcing a vehicle or pedestrian to "give way." to accommodate such virtually unaffected by the presence of others in the traffic maneuvers. Comfort and convenience levels are extremely poor, stream.Freedom to select desired speeds and to maneuver within and driver or pedestrian frustration is generally high.Operations the traffic stream is extremely high.The general level of comfort at this level are usually unstable,because small increases in flow and convenience provided to the motorist, passenger, or pedes- or minor perturbations within the traffic stream will cause break- trian is excellent. downs. • Level-of-service B is in the range of stable flow, but the Level-of-service F is used to define forced or breakdown presence of other users in the traffic stream begins to be no- flow. This condition exists wherever the amount of traffic ap- ticeable. Freedom to select desired speeds .is relatively unaf- fected, but there is a slight decline in the freedom to maneuver proaching a point exceeds the amount which can traverse the within the traffic stream from LOS A.The level of comfort and point. Queues form behind such locations. Operations within convenience provided is somewhat less than at LOS A, because the queue are characterized by stop-and-go waves,and they are extremely unstable. Vehicles may progress at reasonable speeds the presence of others in the traffic stream begins to affect for several hundred feet or more, then be required to stop in a individual behavior. cyclic fashion. Level-of-service F is used to describe the oper- ating conditions within the queue, as well as the point of the breakdown. It should be noted, however, that in many cases operating conditions of vehicles or pedestrians discharged from the queue may be quite good. Nevertheless, it is the point at which arrival flow exceeds discharge flow which causes the queue to form, and level-of-service F is an appropriate desig- TABLE 10-3. LEVEL-OF-SERVICE CRITERIA FOR UNSIGNAL- nation for such points. IZED INTERSECTIONS These definitions are general and conceptual in nature,and they RESERVE CAPACITY LEVEL OF EXPECTED DELAY TO apply primarily to uninterrupted flow. Levels Of service for (PCPH) SERVICE MINOR STREET TRAFFIC interrupted flow facilities vary widely in terms of both the user's > 400 A Little or no delay perception of service quality and the operational variables used 300-399 B Short traffic delays to describe them. Each chapter of the manual contains more 200-299 C Average traffic delays 100-199 D Long traffic delays detailed descriptions of the levels of service as defined for each 0- 99 E Very long traffic delays facility type. F ' When demand volume exceeds the capacity of the lane,extreme delays Will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection.This condition usually warrants improvement to the intenection vil C-0 I L"AAI C'! It N C;C4 C4 C4(4 17 5 2-5- Or- 5 j3 LT 7- 4 Center For Microcomputers In Transportation HCs: Unsignalized Intersection Release 2.1 Page 1 **************wwwwwwwwwwwwwwwwwww#w#wwwwwwww#wwwwwwwwwwww*www### File Name ................ GRIFFIN.HCO Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 Other Information......... Two-way Stop-controlled Intersection Eastbound I Westbound Northbound I Southbound L T RI L T RI L T RI L T R ---- ---- ----I---- ---- ----I---- ---- ----I--- ---- ---- No. Lanes 0> 1 01 0 1< 01 0 0 01 0> 1< 0 Stop/Yield NJ NJ Volumes 20 171 1 152 91 7 0 25 PHF .92 .92 ( .92 .921 .92 .92 .92 Grade 2 1 2 1 0 2 MC'S M 0 0 1 0 01 0 0 0 SU/RV's (%)1 4 4 1 4 41 4 4 4 CV's M 1 5 5 5 51 5 5 5 PCE's 11.69 1.69 1.69 1.691 11.69 1.69 1.69 ---------------------------------------------- ------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------ --------—--------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Lnsignalized Intersection Release 2.1 Page 2 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww WorkSheet for TWSC Intersection ----------------------------------------------- -- Step 1: RT from Minor Street NB SB ------------------------------------------ Conflicting Flows: (vph) 156 Potential Capacity: (pcph) 1154 Movement Capacity: (pcph) 1154 Prob. of Queue-free State: 0.96 --------------------- Step 2: LT from Major Street WB EB ---------------------------------------------------- - - - Conflicting Flows: (vph) 161 Potential Capacity: (pcph) 1437 Movement Capacity: (pcph) 1437 Prob. of Queue-free State: 0.97 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 0.97 --------------- ---------------------------------------- step 3: TH from Minor Street NB SB Conflicting Flows: (vph) 348 Potential Capacity: (pcph) 716 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: (pcph) 693 Prob. of Queue-free State: 1.00 -------------------------- Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) 348 Potential Capacity: (pcph) 666 Major LT, Minor TH Impedance Factor: 0.97 Adjusted Impedance Factor: 0.97 Capacity Adjustment Factor due to Impeding Movements 0.97 Movement Capacity: (pcph) 645 ---------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2:1 Page 3 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Intersection Performance Summary FLowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ —---------- ------ --------- SB L 14 645 > > > 975 3.9 A 3.9 SB R 46 1154 > > > EB L 37 1437 2.6 A 0.3 Intersection Delay = 0.5 :Aim Pf; /7 E 4--T /Z-r L,41V�-5 (A(n tn ui 4U LU LU 3:x x V)IA 44 000 Ul 0 C4 N q C'4 IC-7 17 / �Y &4ZAhlAl 1'4.?K **' 0-- 6,K1.r71A1C /,g c Sg q.- ez 1) 1311 0 S fib' Z r--XI51-jlvc LJO COUWTS -px— js m- 6%5) C7 Ll Z' o 5f-,Pll1 CE Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name ................ GRIFF1.HC0 Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 other Information......... Two-way Stop-controlled Intersection Eastbound ( Westbound Northbound I Southbound L T RI L T RI L T RI L T R ---- ---- ----J- - --- ----J---- ---- ----J---- ---- ---- No. Lanes J 0> 1 OJ 0 1< OJ 0 0 OJ 0> 1< 0 Stop/Yield J NJ NJ J Volumes J 134 171 J 152 1671 J 134 0 167 PHF J .92 .92 .92 .921 J .92 .92 .92 Grade J 2 2 J 0 J 2 MC's M J 0 0 0 OJ 0 0 0 SU/RV's (%)J 4 4 4 41 J 4 4 4 CV's M J 5 5 5 51 J 5 5 5 PCE's J 1.7 1.7 1.7 1.71 J 1.7 1.7 1.7 -•---------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------- ------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 wwwwxxxxxxwxxxxxwwwxwxwwxwwxxwxwwwwxxwxxwxwwxwwxwwwxwwxwxxwxxxwx WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 236 Potential Capacity: (pcph) 1051 Movement Capacity: (pcph) 1051 Prob. of Queue-free State: 0.71 - - ----- ------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 319 Potential Capacity: (pcph) 1208 Movement Capacity: (pcph) 1208 Prob. of Queue-free State: 0.79 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 0.75 -------------------------------------------------------- Step 3: TH from Minor Street NB SB ------------------ ---- - ------- - Conflicting Flows: (vph) 540 Potential Capacity: (pcph) 568 Capacity Adjustment Factor due to Impeding Movements 0.75 Movement Capacity: (pcph) 425 Prob. of Queue-free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 540 Potential Capacity: (pcph) 515 Major LT, Minor TH Impedance Factor: 0.75 Adjusted Impedance Factor: 0.75 Capacity Adjustment Factor due to Impeding Movements 0.75 Movement Capacity: (pcph) 385 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 wrwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- SB L 248 385 > > > 594 65.6 F 65.6 SB R 309 1051 > > > EB L 248 1208 3.7 A 1.6 Intersection Delay = 21.9 )<,"Ivr 7 TW2Z �'OCk' 'P I/Y P,E 1/-E- U n L. 4n&n LLJ w UA In C4 N Nr C4 r Ci C4 1-7 L7 z Y 13 T)�1142 fl�lr 53 47 1171-T 2--r Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 wwwwwwwwwwww+rwwwww,rwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww File Name ................ GRIFF2.HC0 Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 other information......... Two-way Stop-controlled Intersection [ Eastbound [ Westbound [ Northbound I Southbound I L T RI L T RI L T RI L T R [---- ---- ----I---- ---- ----I---- --- ----I---- ---- ---- No. Lanes I 0> 1 OI 0 1< OI 0 0 OI 1 0 1 Stop/Yield I NI NI Volumes 1134 171 152 1671 1134 167 PHF I .92 .92 .92 .92I I .92 .92 Grade 2 I 2 I 0 I 2 MC's M 0 0 I 0 OI 0 0 SU/RV's MI 4 4 I 4 41 I 4 4 CV's M 5 5 5 51 I 5 5 PCE's 1.7 1.7 1.7 1.71 11.7 1.7 -------- ------------------------------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------ ------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwww WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB ------------------------------------------------------ - Conflicting Flows: (vph) 236 Potential Capacity: (pcph) 1051 Movement Capacity: (pcph) 1051 Prob. of Queue-free State: 0.71 ------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 319 Potential Capacity: (pcph) 1208 Movement Capacity: (pcph) 1208 Prob. of Queue-free State: 0.79 TH Saturation Flow Rate: (pcphpL) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 0.75 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 540 Potential Capacity: (pcph) 515 Major LT, Minor TH Impedance Factor: 0.75 Adjusted Impedance Factor: 0.75 Capacity Adjustment Factor due to Impeding Movements 0.75 Movement Capacity: (pcph) 385 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App ------— ------ ------ ----- --—-------- ------ --------- SB L 248 385 25.9 D 948.7 SB R 309 1051 4.9 A EB L 248 1208 3.7 A 1.6 Intersection Delay = 309.2 i2 7 ---// j /C 50i4fP 89YUIVP if- 58 97 //V P/ PUA 2 t�/�516�1-vllll I � �J LLA w ul Lu LAA 000 ul 20 04 C4�r C4 C;ri (4 Cr 04 t-C7 o _ 1,4111 Z '6�1 /V/X 17- /Z 75 7H t /-X/ 2 i- 13 X� IG7 5 171 �-5 z-7- gv E z c>,F 14 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ,�,,,r.k,r�*,r+*,r.*K k,�,..ww,+w.■.,r*Rw+rwwww*wwwww,ew+r*wwwtrrt►ikwwwwww*ww*ww I File Name ................ GRIFF3.HC0 Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 Other Information......... Two-way Stop-controlled Intersection Eastbound I Westbound Northbound I Southbound L T RI L T RI L T RI L T R �---- ---- ----I---- --- ----I---- ---- ----I---- ---- ---- No. Lanes I 0> 1 OI 0 l< OI 0 0 OI 1 0 1 Stop/Yield I NI NI I Volumes 1134 171 I 152 1671 I 45 256 PHF .92 .92 I .92 .921 I .92 .92 Grade I 2 I 2 1 0 i 2 MCIS M I 0 0 I 0 0I I 0 0 SU/RV's (%)I 4 4 I 4 41 I 4 4 CV's M 5 5 I 5 51 5 5 PCE's ( 1.7 1.7 I 1.7 1.71 1.7 1.7 ------------------------------------------------------------------------ Adjustment Factors Vehicle Critical FoLLow-up Maneuver Gap (tg) Time (tf) ---------------------------------------- ------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2-1 Page 2 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 236 Potential Capacity: (pcph) 1051 Movement Capacity: (pcph) 1051 Prob. of Queue-free State: 0.55 -------------------------------- Step 2: LT from Major Street WB C[t ---------------------------- --------- -- -.----- Conflicting Flows: (vph) 319 Potential Capacity: (pcph) 1208 Movement Capacity: (pcph) 1208 Prob. of Queue-free State: 0.79 TH Saturation Flow Rate: (pcphpL) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 0.75 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 540 Potential Capacity: (pcph) 515 Major LT, Minor TH Impedance Factor: 0.75 Adjusted Impedance Factor: 0.75 Capacity Adjustment Factor due to Impeding Movements 0.75 Movement Capacity: (pcph) 385 -- ------- ----------------------------------------- Center For Microcomputers In Transportation HCS: unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary FLowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- S8 L 83 385 11.9 C 948.7 SS R 473 1051 6.2 B EB L 248 1208 3.7 A 1.6 Intersection Delay - 309.2 7 YF//f"=� �-/�'C/y� /✓G W ff�.�C/.��i�/G �%'/i��/i/o�✓.i��l 2 c c%c's T o/-- �uL) 7/l ;�,Ak 5� 1"�//D- L✓// C l�Ns/�Nf1l7�v viIU 41 I."W ` YI W WI vi4nt ui •-N N I N N N 20.6 N N N /Op 7 O Ep5pNG Ir/Z5 cov*7-5 of 7NRoi.ly/, :;:JrC of O zc> CCOSO L, �✓ Y_7 = (► 6 7) -t ( 7 (0.555) (G, iO j - ZGJ 6 pRgjG -tC,p R> 7t4,?✓ r-all DF✓;�P£/"!cN? '% % l U�/�J/�G � o Ty4v, Wr"ii TRH?sl (d. SG� CG• �a) = 2OG ,E � = Cl 7 � -i- 7 y�S �z a y R J [ %= (try) t �� �s�2oT- a,sdCc,yss) 5f �i = t3y l- 7YRS �za—yz (o,sa��a.ySS � = l6� 7 7 YizS za Tye L IC- s 9 1- I Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 wwwwwwwwwwwwxxxwxwwwwwwwwwwwwwwwxwwwwwxxxwwwwxxxxxxxxxxxwxxwxwxx File Name ................ GRIFF4.HCO Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 Other Information......... Two-way Stop-controlled Intersection Eastbound Westbound Northbound I Southbound L T RI L T RI L T RI L T R ---- ---- ----I---- ---- ----I---- ---- ----I---- ---- ---- No. Lanes I 0> 1 01 0 1< OI 0 0 Oj 1 0 1 Stop/Yield NJ NJ Volumes 1166 206 I 187 2061 166 206 PHF .92 .92 .92 .92I .92 .92 Grade 2 2 I 0 2 MCIS M I 0 0 I 0 OI I 0 0 SU/RV's MI 4 4 4 41 4 4 CV's M 5 5 5 51 I 5 5 PCE's 11.7 1.7 I 1.7 1.71 ( 1.7 1.7 ------------------------------------------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: unsignalized Intersection Release 2-1 Page 2 wwwwwwwwwwwwwwwwwwwwwwwwwww,rwwwww,rwwwwwwwwwwwwwwwwwwwwwww,vwwwwww WorkSheet for TWSC Intersection ------------------------------------------------------- Step 1: RT from Minor Street NB SB ------------------------------------—----------------- Conflicting Flows: (vph) 290 Potential Capacity: (pcph) 987 Movement Capacity: (pcph) 987 Prob. of Queue-free State: 0.61 ------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 393 Potential Capacity: (pcph) 1114 Movement Capacity: (pcph) 1114 Prob. of Queue-free State: 0.73 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 0.65 ---------------------- --- ------------------------------- Step 4: LT from Minor Street NB SB ------------------ ------------------------------------- Conflicting Flows: (vph) 662 Potential Capacity: (pcph) 438 Major LT, Minor TH Impedance Factor: 0.65 Adjusted Impedance Factor: 0.65 Capacity Adjustment Factor due to Impeding Movements 0.65 Movement Capacity: (pcph) 283 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ----- --------- SB L 306 283 259.4 F 948.7 SO R 381 987 5.9 B EB L 306 1114 4.5 A 2.0 Intersection Delay = 311.0 1 5TUP�i 1� 7 Alo,%,/ ASS u-#—iN6 #IV DZY 0,41-0'2 20 4 ye o F)OW 7/IROu6!/ /NT��Sr 145Sul--7//✓G Sow of 4D/7/7-1Ozv IG iPS id l L2 lcs� rr/Al2EI.! pC' ,4 P � 01-- SourrR Baui✓� T7e��F"/C. L.JILL TliK/v FIGHT u/ R D S No ITN 7 T4 p G!f-- TO 8 Y. h-I C v F-x M vpIw M• N W LV :1!Iv W � I W x �l�✓Sl Ga�Ill��0 N N N ! M I I /97 1 SSE Tl2/fl� � �o� CAZ�S, s a = o,/ YZ5 (za 7 ) (a, So) (0, 15-) S6 16 7 ) /l?5� za Y S� (D,Sc} ( 0. 8'5-) = 316 Ii i I Center For Microcomputers In Transportation HCS: UnsignaLized Intersection Release 2.1 Page 1 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww File Name ................ GRIFF5.HC0 Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 Other Information......... Two-way Stop-controlled Intersection -------------- Eastbound I Westbound Northbound I Southbound L T RI L T RI L T RI L T R ---- ---- ----I---- ---- ----I---- ---- ----I---- ---- ---. No. Lanes I 0> 1 OI 0 1< OI 0 0 OI 1 0 1 Stop/Yield NI NI I Volumes 166 206 I 187 206I I 56 316 PHF .92 .92 I .92 .92I I .92 .92 Grade I 2 I 2 I 0 I 2 MC's M 0 0 I 0 OI I 0 0 SU/RV's (/)I 4 4 I 4 41 I 4 4 CV's M I 5 5 I 5 51 I 5 5 PCE's 11.7 1.7 I 1.7 1.71 11.7 1.7 ------------------------------------------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------- ---------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation Hes, llnsa-gnaf-iz i Inter-sect-iea Release 2.1 Page 2 xwwxxwwxxwwwxxxxxwxwxxwxwwwwwwwwxxxxxxwwwwwwxwwwwwxwxwxwwxxwwwxw WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB 'Al -------------------------------------------------------- Conflicting Flows: (vph) 290 Potential Capacity: (pcph) 987 Movement Capacity: (pcph) 987 Prob. of Queue-free State: 0.41 -------------------------------------------- --- --- Step 2: LT from Major Street WB EB --------------------------------------------- ---------- Conflicting Flows: (vph) 393 Potential Capacity: (pcph) 1114 Movement Capacity: (pcph) 1114 Prob. of Queue-free State: 0.73 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 0.65 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 662 Potential Capacity: (pcph) 438 Major LT, Minor TH Impedance Factor: 0.65 Adjusted Impedance Factor: 0.65 Capacity Adjustment Factor due to Impeding Movements 0.65 Movement Capacity: (pcph) 283 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: UnsignaLized Intersection Release 2.1 Page 3 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwww*wwwwwwwwwwwww Intersection Performance Summary FLowRate MoveCap SharedCap Avg.TotaL Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- SS L 104 283 20.1 D 948.7 SB R 583 987 8.9 B EB L 306 1114 4.5 A 2.0 Intersection Delay - 311.0 -T,e14 fit/C- 5 T u v Y �.✓ � � G � d i � fir:/n/ � f/G LSD �/> z� 7 y�A�S �Rei� Nair/ � SSu�/�✓G Div �p�/i/o�✓A� Zoe T���s /a }�/l,� �lG�✓ Tl"l�O�u�N 7N� /•v7�PSG�T/�� D U,�1 N 6 T/1� ��,9,� �11.� f1S5 u.�ii+/G �a o o� i3 DD/ 7 io.r%1/ /ya 71e/PS trJILL uSF /°'%/a✓✓L�:�' /?af1D r 2S"� a7= .Saar/fI l3au,1;17 i i2y-�f/G �.J/1L Tu�i✓ .P/6f�T i�i./f1,�D� NaXTI/ 7 �-� f�✓�: vNF 7r� ���G E��sr ia�✓ r_:1 a Sr�> .�>�,� HlS TR///"L l✓/11 /NGL Ui��= �t.E� Lre�'L�o�s✓� !._ F7 T�l.,«'i� W W W W W W x IT VI In N �•N v ci Ci Cr _. .._ N N N \ 1 � 66 Z06 —w LA) Z cv6 S S s� �T- Sig L7 S J R. G' A i ; Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwxwwwwwwwwwwwwwwwwwwwwwww File Name ................ GRIFF6.HC0 Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 Other Information......... Two-way Stop-controlled Intersection Eastbound Westbound Northbound I Southbound L T RI L T R1 L T R1 L T R ---- ---- ----I---- ---- ----I---- ---- ----I---- ---- ---- No. Lanes 1 1 01 0 1< 01 0 0 01 1 0 1 Stop/Yield NJ NJ Volumes 166 206 187 2061 1 56 316 PHF .92 .92 .92 .921 1 .92 .92 Grade 2 2 1 0 1 2 MCIS <x> 0 0 0 01 1 0 0 SU/RV1s MI 4 4 1 4 41 1 4 4 CV1s M 5 5 5 51 1 5 5 PCE's 1.7 1.7 1.7 1.71 1 1.7 1.7 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 rwwwwwwwwwwwwwwwwwwwwwwwwwww**:*****r**rwr*�twt****rwr*r*w**t**t WorkSheet for TWSC Intersection ----- ------------------------------------------------- Step 1: RT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 290 Potential Capacity: (pcph) 987 Movement Capacity: (pcph) 987 Prob. of Queue-free State: 0.41 Step 2: LT from Major Street WB EB --------------------------------------- ----------------- Conflicting Flows: (vph) 393 Potential Capacity: (pcph) 1114 Movement Capacity: (pcph) 1114 Prob. of Queue-free State: 0.73 -------------------------------------------------------- Step 4: LT from Minor Street NS SB -------------------------------------------------------- Conflicting Flows: (vph) 662 Potential Capacity: (pcph) 438 Major LT, Minor TH Impedance Factor: 0.73 Adjusted Impedance Factor: 0.73 Capacity Adjustment Factor due to Impeding Movements 0.73 Movement Capacity: (pcph) 318 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 *wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- SB L 104 318 16.8 C 948.7 SB R 583 987 8.9 B EB L 306 1114 4.5 A 2.0 Intersection Delay _ 311.0 c S7"L,'y JA) 4 jfLjE G IZ 91 -Flu ,v . o� f�a,.✓s U/ouLD Con/s�i7u�� ,�J -T;;.aT=i`ic siGnJ�1__ , TN�.�� is J✓o 13✓)s/S a l i} t=.- sSa!•1F-- o ✓[-N/G1'c5 ✓,✓ -serf 7>zl4-/;/G /hC✓�i cf•�T, Ala/-I--- '!S Gar��i.✓`1710.�%� o � �//"����/✓T i F-4 /c- 1-70✓fir / ✓✓7s Ld It /- poKcir 7N /,dT i'� ..�_v � ✓/ �Ca .0/f PA C/T/ 4AI P c oivs E cz a F_.,-✓c.l '/RA,-F/c sac./7- 0-u,V)) / � �r � Soze- - 5ou/✓D X/6PT 7u�id -;7 XE!/PS - f/pvz:-U 7a 4,-y ,7 7//r Tl"f•yl= C W W W / y W W W 7dV Z'1�7 E/L?/S t/7r) / T//� 4 1- d /Z JO G� !/ OCC ZZ.6y Z 2 2 fo-u7.Y- 6a ui✓D / YI Y1 YI v oo �Z�C/%� �lri2/v LANDS yPc/' 70- a4- /t=r/ ./ of SE ✓iC r- f «-N r,a a N CC4 C4 -5 pLflc 7/o'N✓ C-C-OV TS s/iG�clU $i 7//A'x y 7Iv/a7 7r; =o/✓ = Sc f5 /�dRe= oc✓£loPr?�iz/7 i.✓ %f7vi7/,�i% i_d %H� �,AiJAT/,J ' J2aIC� JUG �i✓�Sloiti! I Unl 5/6✓M L/ E n I i - 2a6 0 2.d d 2c-c 5P f f i Z 7- i Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 wxxwwwwwwxwwxwwwxwwwwwwwwwwxwwwwwwxxxxwwwwwwwwwxxwxwwwwwwxwxxxwx File Name ................ GRIFF7.HC0 Streets: (N-S) Manley (E-W) Griffin Major Street Direction.... EW Length of Time Analyzed— 60 (min) Analyst................... Keith Waring Date of Analysis.......... 8/9/98 Other Information..-...... Two-way Stop-controlled Intersection Eastbound Westbound Northbound I Southbound L T RJ L T R1 L T RI L T R ---- ---- ---- I---- ---- ----I---- ---- ----I---- ---- ---- No. Lanes 1 1 01 0 1< 01 0 0 01 1 0 1 Stop/Yield NJ NI Volumes 200 305 300 2061 64 434 PHF .92 .92 .92 .921 .92 .92 Grade 2 2 1 0 2 MC's M 0 0 0 01 0 0 SU/RV's (/)I 4 4 1 4 41 4 4 CV's M 5 5 5 51 5 5 PCE's 1.7 1.7 1.7 1.71 1 1.7 1.7 ----------------- ------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 *w*****w****x*xxxww*wwwwwwwwxwwwwwwwxxxwwxwwxwxxwwxwwxxwxwwwwwxw WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB ----------------------------------------------------- Conflicting Flows: (vph) 403 Potential Capacity: (pcph) 865 Movement Capacity: (pcph) 865 Prob. of Queue-free State: 0.07 ------------------------- Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 506 Potential Capacity: (pcph) 984 Movement Capacity: (pcph) 984 Prob. of Queue-free State: 0.63 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 908 Potential Capacity: (pcph) 316 Major LT, Minor TH Impedance Factor: 0.63 Adjusted Impedance Factor: 0.63 Capacity Adjustment Factor due to Impeding Movements 0.63 Movement Capacity: (pcph) 198 -------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 xx,irwwtrwxwrwwxw,�xxxx,rwwxxxwxxwwwwwxwwwwwwwwwxwwwxwwwxxwxwwwxxwxxx Intersection Performance Summary FlowRate MoveCap SharedCap Avg.TotaL Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- SB L 119 198 44.6 E 948.7 SB R 802 865 44.6 E EB L 369 984 5.8 B 2.3 Intersection Delay = 313.9 02/22/99 11:43 FAX 406+727+2872 TD and H BOZEMAN 02 SO.147W�ara✓o LT 3 S �'T JVA✓3-r- i�✓D.ir�.D.f!,®� : v1�✓ .5; , ' i' Ws y o �O M1 �r r JS ASSurl fr7 moo. TU KOT OI/To 6 Xx?JJ�/aM 1� L OS o /; G I J / I l $ yt'/N I c A/,4 F L a ASS u M 6 s NG /Y bj/11 Ufa S S T R a u 7-iF- rc is ar,�•✓, t3 RT �3A/ 5 g LT C- 5 AD � J-�a 47 ,¢ 02/22/99 11: 43 FAX 406+727+2872 TD and H 44-3 BOZEMAN 03 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 1 File Name . . . . . . . . . . . . . . . . GRIFF3 .HC0 Streets : (N-S) Manley (E-W) Griffin Major Street Direction. . . . EW Length of Time Analyzed. . . 60 (min) Analyst . . . . . . . . . . . . . . . . . . . Keith Waring Date of Analysis . . . . . . . . . . 8/9/98 Other Information. . . . . . . . . Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - - - - -- - - ---- --- - - --- ---- ---- -- -- -- - - ---- ---- ---- No . Lanes 0> 1 0 0 lc 0 0 0 0 1 0 1 Stop/Yield N N Volumes 134 171 1S2 167 105 196 PHF . 92 . 92 . 92 . 92 . 92 . 92 Grade 2 2 0 2 MC ' s 0 0 0 0 0 0 SU/RV' s 4 4 4 4 4 4 CV' s 5 5 5 5 5 5 PCE' s 1 . 7 1 . 7 1 . 7 1 . 7 1 . 7 1 .7 - - - - -- - - - -- - - - - - - - -- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- --- - - ------- --- ---- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ---- - - -- - - - - - - - - - - --- - - -- - -- - --- - - - - -- -- - - - --- -- - -- -- ------- --------- Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 .30 Left Turn Minor Road 6 . 50 3 .40 02%22%99 11: 43 FAX 406+727+2872 TD and H 444 BOZEMAN Z04 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 2 WorkSheet for TWSC Intersection Step 1 : RT from Minor Street NB SB 1 - Conflicting Flows : (mph) 236 Potential Capacity: (pcph) 1051 Movement Capacity: (pcph) 1051 Prob. of Queue-free State : 0 . 66 -- - -- - - - - - -- - - - ---------- --- ----- -------- -------------- - Step 2 : LT from Major Street WB EB - - - - - - - - ------ - - - ------ - -- - - - -- - ---------------- -------- Conflicting Flows : (vph) 319 Potential Capacity: (pcph) 1206 Movement Capacity: (pcph) 1208 Prob. of Queue-free State: 0 .79 TH Saturation Flow Rate : (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State : 0 . 75 - -- ------- - - - --- --------- - ----- - - -------- - - - - ---- ---- - - - Step 4 : LT from Minor Street NB SB - -- - - - - - - - -- --- - - ----- ----------- - - - - - -- - -- - - - - - - - - -- - -- Conflicting Flows : (vph) 540 Potential Capacity: (pcph) 515 Major LT, Minor TH Impedance Factor: 0 . 75 Adjusted Impedance Factor: 0 . 75 Capacity Adjustment Factor due to Impeding Movements 0 . 75 Movement Capacity; (pcph) 385 ----------------------- --------- - --- --------- ----------- 02/22/99 11: 43 FAX 406+727+2872 TD and H 444 BOZEMAN 05 Center For Microcomputers In Transportation HCS : Unsignalized Intersection Release 2 . 1 Page 3 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App SB L 194 385 18 . 7 C 948 .7 SB R 362 1051 5 .2 B EB L 248 1208 3 . 7 A 1.6 Intersection Delay - 309 .2