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Home My WebLink About20081278.tiff r I Traffic Impact Study ' AURORA DAIRY Weld County, Colorado tPrepared For: AGPROfessionals, LLC 4350 Highway 66 Longmont, CO 80504 I. t Prepared By: Eugene G. Coppola PE, PTOE P. O. Box 630027 •"FCG�'ERG iv E ''• Littleton, CO 80163 ifz•4J;�P�` F' ' 303-792-2450 • ..D • iD 45 w.,r_ December 26, 2007 N '��..o o •...... o ,v •�4l:NF�: :rr`i�l` 2008-1278 I ,• Table of Contents I I. INTRODUCTION 1 II. EXISTING CONDITIONS 3 A. Existing Road Network 3 B. Existing Traffic Conditions 3 I C. Surrounding Land Uses 6 III. FUTURE TRAFFIC CONDITIONS 6 IA. Development Assumptions 6 B. Site Traffic 7 IC. Trip Distribution 9 D. Future Background Traffic 9 IE. Future Total Traffic 13 F. Future Roadway System 13 ' IV. TRAFFIC IMPACTS 13 A. Auxiliary Lanes and Traffic Controls 16 HI B. Short-Term 16 C. Long-Term 18 IV. DESIGN CONSIDERATIONS 18 VI. CONCLUSIONS 19 I la List of Figures ' I Figure 1 Vicinity Map 2 Figure 2 Current Roadway Geometry 4 I Figure 3 Current Peak Hour Traffic 5 Figure 4 Concept Plan 8 I Figure 5 Peak Hour Site Traffic 10 Figure 6 Short-Term Background Traffic 11 I Figure 7 Long-Term Background Traffic 12 Figure 8 Short-Term Total Traffic 14 IFigure 9 Long-Term Total Traffic 15 Figure 10 Short-Term Roadway Geometry 17 I. INTRODUCTION ' Aurora Dairy is an existing organic dairy and milk plant in Weld County Colorado ' which is currently in the process of expanding. It is planning technology improve- ments and expansion of the milk plant over the next 7 — 8 years. The site currently ' has about 65 employees which will grow to about 120 employees with completion of the planned expansion. ' The site is located about one-third mile east of Weld County Road (CR) 13 on the south side of State Highway 66 (SH 66). A vicinity map is presented in Figure 1. ' This traffic impact study assesses the planned expansion. It contains the investiga- tions and analyses typically contained in a full traffic study. Key steps undertaken as ' part of this study are defined below. • Obtain current traffic and roadway data in the immediate area of the site. 'I . Evaluate current traffic operations to establish baseline conditions. • Determine site generated traffic and distribute this traffic to the nearby street system. I . Estimate future roadway traffic for both short- and long-term conditions. • Evaluate traffic operations with Aurora Dairy fully built and operational. • Identify areas 01 potential deficiencies. 'I . Recommend measures to mitigate the impact of site generated traffic as appropriate. '• I Ilo , I32-- )1 ' 87 9 " 7(17 ,' E ., 24vEl 30 1 SR 66 i88 30 7-) 43 111 13 SITE �� 19'•.. 17 u 84 "* 87 qx ' X28 �8 = . . ' . .. e"--- ,151 28I -r 0mi 0.5 1 1.5 2 I. I I I I la Figure 1 I 2 VICINITY MAP I• II. EXISTING CONDITIONS A. Existing Road Network The site is bordered on the north by SH 66. This roadway is under Colorado Depart- ment of Transportation (CDOT) control. SH 66 is an east-west roadway having regional significance. It is a two-lane roadway, ' adjacent to the site. It extends east and west to Platteville and Longmont with full in- terchange access to Interstate 25. The speed limit is currently reduced due to con- struction at the CR 13 intersection, however CDOT records indicate the normal speed limit is 65 MPH. Existing roadway geometry at the site access to SH 66 is shown on Figure 2. I. B. Existing Traffic Conditions Recent morning and afternoon peak hour traffic counts were undertaken as part of this study. Additionally, counts were conducted during midday which included both lunch for office workers and shift change for plant workers. As indicated, the midday time had the greatest amount of site traffic. It is also important to note that no site re- lated truck traffic was observed during any of the count times. Current traffic is shown on Figure 3 for all peak hour periods. The indicated traffic represents the high peak hour within the count period. Count sheets are available in Appendix A. ' The site access intersection was evaluated using current traffic loadings and roadway geometry. For evaluation purposes, level of service "E/F" is considered acceptable ' for critical left turn movements on stop sign controlled approaches to a major street. ,• 3 I 1 ' STOP 66 ' N w in a i. 1 1 ill' Figure 2 ' CURRENT ROADWAY GEOMETRY 4 1 2 1- 326 vc- 2 ' SH 66 187—► 3 co M 1 ' N d to to o AM Peak Hour 1 Q 1- 176 ' lc SH 66 138 10m N :; w Lunchtime& to coi Shift Change Q 1- 257 Dr— 0 SH 66 390 I ry ] u7 Cr) 1 1 N d w c PM Peak Hour NOTE: No trucks were observed using the site access during count times. Figure 3 1 5 CURRENT PEAK HOUR TRAFFIC I '• Other movements should operate at level-of-service "D" or better. These levels of service are considered normal at stop sign controlled intersections during peak hour conditions. At off-peak times, significantly better operating conditions can be ex- pected. All peak hour periods were analyzed using capacity analysis procedures re- sulting in the operating levels-of-service (LOS) indicated in the following table. All traffic movements currently operate at level-of-service "B" or better during all peak periods. Accordingly, very acceptable operations are currently being experienced. CURRENT OPERATING CONDITIONS Movement/ Peak Hour Level of Service Intersection Control Direction AM Pk Hr Midday Pk Hr PM Pk Hr. ' SH 66 - Site Access Stop WB LT A A A NB LR B B B Capacity analyses work sheets are provided in Appendix B. 1• ' C. Surrounding Land Uses ' Aurora Dairy will be constructed on ground that is currently used for dairy cows and the existing milk plant. The balance of the surrounding area is developed as agricul- tural uses. III. FUTURE TRAFFIC CONDITIONS A. Development Assumptions The current development schedule anticipates improvements at Aurora Dairy over the ' next 7 — 8 years. In the early years, a slight reduction in site traffic is expected due to •• technology. Site traffic will not increase significantly until the milk plant is expanded to 6 I '• slightly more than twice its current size in early 2015. Access will continue to be pro- Ivided by the existing milk plant driveway to SH 66. A concept plan for Aurora Dairy is presented on Figure 4. ' B. Site Traffic IFuture site traffic was estimated using current site traffic given the unique land use. Current site trips reflect some 65 plant workers, 12 office workers and 40 trucks per Iday. When Aurora Dairy completes the expansion in 2015, there will be 120 plant workers, 12 office workers, and 84 trucks per day. ' The milk plant currently operates 24 hours per day and will continue to do so in the fu- II ture. Office staff works from 8:00 A.M. - 5:00 P.M. with plant staff working 24 hours per day over three shifts. Current shift times are from 4:00 A.M. — Noon, Noon — 8:00 MP P.M. and 8:00 P.M. - 4:00 A.M. and will remain the same in the future. Truck traffic is expected to occur throughout the 24 hour day with the vast majority of trucks using I- 1 25. Miscellaneous business trips such as mail, vendors, consultants, etc. are also expected to occur randomly from 7:00 A.M. - 5:00 P.M. These trips currently exist ' and are estimated at 10 per day. The operator estimates that 75% of site trips will be to and from the west on SH 66 with the remaining 25% being to and from the east. IThis distribution is generally consistent with current site traffic counts. IBuildout site trips, including existing site trips, are indicated below for critical peak hours. Truck traffic was estimated assuming uniform activity throughout the day. I Midday Pk Hr I AM Pk Hr (Lunch/Shift Change) PM Pk Hr Daily In Out In Out In Out Cars/Pickups 10 12 24 20 0 16 500 Trucks 4 4 4 4 4 4 168 • TOTAL 14 16 28 24 4 20 668 a 7 I I r••�•�,••�• •� ^-._�••_ �•_•�•••---++.PMoun wwi.WI*.seii+'4/11Irr7i1'g:Twriswcw%;rs+a i+...�+r.•sar-rw,..-..-a+: 1 y `.. hV�/Y 66 I _L...........±.............,ss+wcs�rrvw.r•s�r :•.::'• .. ��.. _ SMALL .+OUSE -.--F. S . HE• •1 . LEGEND `��.. a ♦.♦♦♦�.♦ FENCE ��, \��• I►...�♦♦. - DRAINAGE FLOW ARROW• �.♦♦♦. ♦ ` II FOUND SECTION CORNER �.; . ♦♦♦♦ EXIS TING STING PLANT' .�� ASPHALT 4 ••• REJ Y ♦ RE-465 ♦♦♦ } Z:A:A:ii PARKING ,, i [;`.=.+ IMPROVED SURFACE TAD. w, co,�, ASPHALT,CONCRETE, GRAVEL} .4� �`�♦♦. ...... �. ,� Y • •• •` . PASTUREa.::.:14,.--",:-,-..-.0. t'.r..yr.Y^s�l: 9 kkk�� NATURAL VEGETATED AREA r-•_t•v.Ty."s.f4..-e • LARGE ROCK LANDSCAPING --- ••• :N A•►�•�� NOT A PART OF THE PROPERTY 7:= 6 rI �a I _ / ►�♦ L 6. HANDICAP PARKING , Y ;p �' ' r t TRUCK TRAFFIC y •:. _ .. 146 & LOADING AREAS I ""� ► ss _ ♦♦ • I EMPLOYEE TRAFFIC .Ewsm c vi ws. : _ .♦. ' BUILDING LIGHTING 4 ,, . Is - I = a Il /♦♦ I - '. POLE LIGHT See Pole Light Detail a • II. ► • N T, V smoo � POWER POLE � •� i .f — �Si OVER HEAD POWER ONES _ _jaPlin - C ��H ARE HYDRANT Wtix' �i��e'.,: `" f_ 5 / Pole Light Detail `.4' f' . s‘•\-,<•. ,,, �-' • �"� All lighting on site shall adhere to •„` •;`,....;,,,,-. ,r / the lighting requirements outlined in • ,. 1. ,I�T,'• l 1 il s Section (Blocked of the Weld j ' ,(•f„ i..•.� h.N.,. • t County Code. y onto or Shielded not • ` -��' )! to shine primarily onto site and not 4 STORM WATER { onto od}ocent properties.) REP 0NND •j?; u, � �� E ,'� '-', .•:>0.•.-',.':' :•7 c L____ ...._.....__.r_.. ._. ._.._ _� .__. ____ .___ __..._ .. .- I i DATE �AGPRO AURORA DAIRY CORPORATION I TO/IOnOO7 umiC(li1Q'I.F.TE LAND D&RFSOL'Rf.F.tiC)1_l'Tlt'!15 USR SITE PLAN tSH> rnio. COMPLETE LAND R.RESOURCE SOLUTIONS 11 OF 1 I Figure 4 I 8 CONCEPT PLAN r rak As indicated, the highest site peak hour is estimated at 52 trips during the midday ' time frame. During highway peak hours, site trips will range from 24 — 30 trips. These trips approximate a doubling of site trips over current conditions. Conse- ilquently, the planned expansion will result in some 15 new morning peak hour trips, 26 new mid-day peak hour trips and 12 new afternoon peak hour trips. On a daily basis an increase of 334 site trips is expected. rIn reality, some internal trips will likely be realized; however, in the interest of conduct- ' ing a conservative analysis, no site traffic reductions were taken. 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, 1-25 and its importance in the area and regional PIPstreet system were heavily considered given the location of the site. The estimated directional distribution of site traffic is 75% : 25% favoring the west. Short-term distri- rbutions reflect current traffic patterns in the area. While some shifting of directional demand may occur over time, any change is expected to be moderate. Accordingly, rthe distribution of site traffic was maintained constant over the long-term. Resultant peak hour site traffic is shown on Figure 5. I D. Future Background Traffic Short-term (2015) and long-term (2027) background traffic was developed. This represents buildout of the planned dairy plant expansion and the generally accepted long-term planning horizon. The published CDOT traffic growth rate on SH 66 was ' used to estimate traffic for each future horizon year. Short-term background traffic is presented on Figure 6 with long-term background traffic shown on Figure 7. r• r9 r 2 I I. r 4/117 I SH 66 6/3/15 - I am M c I 1 co N co 8 AM Peak Hour I 4 I t- 4/1/7 SH 66 I 20/3/29 ry to Ni M N HD W I N 2 aNi Lunchtime& I cvi Shift Change 4 Alc 0/1/3 SH 66 I0/3/9 —y ' iv rn rn I M zo O I in ' w d LEGEND: Cars/Trucks/PCE 2 8 PM Peak Hour all, 4 ill PCE = Passenger Car Equivalents Figure 5 I 10 BUILDOUT PEAK HOUR SITE TRAFFIC i 2 I. 400 2 SH 66 230—► v 3 � M co I N .d d y 8 AM Peak Hour i Q 4— 215 1 2 SH 66 170—i 10 m r- N to Lunchtime& aC) Shift Change Q ' 4— 315 lc0 SH 66 ' 475 0 N i i to d in 8PM Peak Hour Q Figure 6 i11 SHORT-TERM BACKGROUND TRAFFIC 2 I. F 545 1r- 2 SH 66 310 3� M m 1 . _ N m y 0 AM Peak Hour 4— 295 IC 2 SH 66 ' 230—f 10� � ! i. 1 co Y m Lunchtime& v Shift Change 430 lc- 0 SH 66 ' 650—► 0 u) M I I N N to 8 PM Peak Hour IOW Figure 7 LONG-TERM BACKGROUND TRAFFIC 12 I '. E. Future Total Traffic ' Total traffic, the combination of background and site traffic, was developed for short- term and long-term conditions. This information is presented on Figures 8 and 9 for ' short-term and long-term total traffic, respectively. 1 F. Future Roadway System The future roadway system was estimated for both short- and long-term evaluation 1 years. Assumed future roadway improvements are as indicated below: Short-term No improvements Long-term No improvements Site specific improvements related to development of Aurora Dairy will be determined in the following sections of this report IV.TRAFFIC IMPACTS In order to assess operating conditions with Aurora Dairy fully developed, highway 1 capacity analysis procedures were utilized at the site access intersection. Analyses were undertaken for both short- and long-term conditions. At the onset of these un- dertakings, peak hour traffic was reviewed to identify the need for new auxiliary lanes. Findings are indicated in the following section. 13 r r• 4— 400 i- 5 ' SH 66 230—► 1x g rn r` r co w N u) c0 AM Peak Hour r 4— 215 r 5 SH 66 ' 170- 10. 23-1/2 i• r N aNi Lunchtime& tO v Shift Change Q 4-- 315 c- 1 SH 66 r 475—t 3 co r` r r N Y_ • V) to 3d PM Peak Hour r � Figure 8 14 SHORT-TERM TOTAL TRAFFIC I 2 • 545 aC5 SH 66 310--► i 9 rn r` 111 1 _ N-I m U) a AM Peak Hour I 4— 295 a(- 5 SH 66 I 230—► s) rr 23— M I. I N aa)i Lunchtime& CO O Shift Change 4— 430 0- 1 SH 66 I 650 -- D. R it 3 ro r` I I N I N o y a PM Peak Hour • Q Figure 9 15 LONG-TERM TOTAL TRAFFIC ,• A. Auxiliary Lanes and Traffic Controls Short- and long-term traffic was reviewed at the site access intersection. This review was conducted using CDOT's State Highway Access Code for a RA roadway and the ' current 65 MPH speed limit. Truck usage was fully considered in these investigations. This review found that an eastbound right-turn deceleration lane will be warranted as ' Aurora Dairy approaches buildout. Accordingly, the short-term roadway geometry is shown on Figure 10. ' B. Short-Term To assess short-term operations, capacity analyses were conducted at key intersec- tions. Analyses utilized the peak hour traffic shown on Figure 8 (reflecting full expan- sion of Aurora Dairy) and the short-term roadway geometry. Resultant levels-of- i. service are shown below. ' SHORT-TERM OPERATING CONDITIONS WITH EXPANSION Movement/ Peak Hour Level of Service Intersection Control Direction AM Pk Hr Midday Pk Hr PM Pk Hr. SH 66 - Site Access Stop WB LT A A A NB LR As indicated above, all traffic movements are expected to operate acceptably. At off- peak times, improved operations are expected. Capacity work sheets are provided in Appendix C. I '• 16 I • Ila r 7 ' ` SH 66 i Th' I I V! d in V Q I. 1 I ,• Figure 10 SHORT-TERM ROADWAY GEOMETRY• 17 1 '• ' C. Long-Term Long-term traffic projections from Figure 9 and the short-term roadway geometry from Figure 10 were utilized to assess long-term conditions. This represents conditions some 20 years in the future. Resultant levels-of-service are indicated below. LONG-TERM OPERATING CONDITIONS WITH EXPANSION iMovement/ Peak Hour Level of Service Intersection Control Direction AM Pk Hr Midday Pk Hr PM Pk Hr. SH 66 - Site Access Stop WB LT A A A NB LR C B C As shown above, the identified roadway geometry will facilitate acceptable operating conditions for the foreseeable future with all traffic movements operating at LOS 'C' or better at all times. Capacity work sheets are provided in Appendix D. I. V. DESIGN CONSIDERATIONS ' Based on current CDOT Access Code criteria for RA roadways with a 65 MPH speed limit, it is appropriate to provide an eastbound right turn lane on SH 66 at the dairy ac- cess. This lane should be 12 feet wide and 800 feet long including 300 feet of transi- tion taper. These parameters are considered preliminary and should be verified or ' adjusted as part of the design process. Approach grades should be specifically con- sidered at that time. Other CDOT design criteria should be used as appropriate. '. 18 I I. ' VI.CONCLUSIONS Based on the analyses and investigations described above, the following can be con- cluded: • Current operating conditions are acceptable in the area of Aurora Dairy. • The expansion of Aurora Dairy will add about 15 morning peak hour trips, 26 mid-day peak hour trips, 12 afternoon peak hour trips, and 334 trips per day to the area street system at build out. These trips are considered man- ageable. • An eastbound right-turn deceleration lane is needed in conjunction with the planned expansion. • Site generated traffic is not expected to significantly impact short- or long- '• term operations on nearby streets, nor will it cause unacceptable reductions in future operating conditions. Acceptable operating conditions will be ' maintained with the with the identified roadway geometry. • The planned expansion of Aurora Dairy is viable from a traffic engineering ' standpoint. In summary, the existing roadway system can accommodate traffic associated with build out of Aurora Dairy. With the identified roadway geometry, acceptable operating conditions can be achieved and maintained in the vicinity of this site for the foresee- ' able future. I• 19 1 I '• I I ' APPENDIX A I I I I I. I I I I 1. 1 ICO CD T CD CO in R N CD M O Q O' A f` A CO 1- CO 1- M N 1 0 U • T C N 0awn d NCO CV CO 1 U O a1.. O f• A W 1- co CO U -o ~ m N d 2 C 1 W S" 0 C") ▪ O V CO CO CO N N CV CO CO Q .O 0 in 1n CO COM V CO O CO — o co 1 Co CO 'O CC 0 H C T 1 Z ^O CO • M M N (D (D CO N O N01 CO Cr) V CO ad- CO tO O C N • J r r O O O O O r CO U CV I W w V N — 0 v v v> oo CD CD a v ` O LO N CO CO CO CO CO - 0 LLI d N H 1 x o 0 0 / "O a' in V O O 0 0 a- C_ _ I O • y 0 M O LL') N Q) V co U' CV M COM M COM COM V in W A/ J 0 I 5 O• - M — et N a- N a- O 1 ~ lf N O C IX �� 1 C :' O 0 0 0 0 0 0 0 0 O CO I = re O a co 0 t 1 0 0 • J 0 1 G M — V N — N 0 CO O to I O 1 Lyj "O a 0 0 , 0 0 r 0 0 a 0 C — Q M O O 1 J 0 CO N t V7 0 O O O Nt a m A O E. O :co., U Z J co r M N O 03 () cep, • m p 1 W O• d d 0 •L a r c d C 0 in O O 1A O 10 LL W J t E in O M V O • _ 0 d p m r• N N N N , , c) a I W IR - CO O V O M 0i M O1 U' Q V �)'•"'o CO A M a- N a- CoO 0 1 O — • c w c CO I CD eo U -.6 OV O•3 CM CO a- a- N a- o Z -o ~ CO ni CD C d 0 Es x 3 1 C W y w ` 0 C) O O M P- 0 0 0 0 A T O F CO A CO CO CO a0 A A in C 1 Ca O Co Co Co >a as a ce o H 3 CO > § — 1 Z rn o -°o .0y o rn MnO O 00in p TA O N r o7 ,P1-3 p p A I� N 0 O tai J o O O O O O O O O IW c J U ` t0 A aOD A W co O 1 CI 2 r C 0 W > *ire ,- o •- O O O O o O 1 LL c — C 0 aN Lnorno — co rn o r CO I"- 0 M H _ W HD X J O Q L 5 — To O H O .- N N N N CO 1 O = N ~ o IX I J w 0 0 0 0 0 0 O O O O I- I I � � co = — O 1 .O CI) S _ 0, J O I O a- N N N N a- CO .- I- Iw O O O O O N r O M a o c M h 1 G O O N -C y CL O m m • d CO N O A C O x U C•.-.:; Z J O N N O in O U m 1 o Us C CO Z d O d OO in CO in O in O 1f) in LL w - L E 'a,co v ca t M R O _ 0 D. F CM HS vvv a in iii in a_ I COii w ICO m N N V o ¢ CO IN r tNI in r 0 — • U �. =C w ' o ;° 3 o2 r- N CO U Z+ -p W V.C N y in W w ` d U co , V CD CO N 0 I.— M o cI O O CO CO COa 2 0 I— 3 `_ — ' Z o� o OS "al CO a rn CO mto _ CN O • U) M — UN • J r 0 0 N I C W o U N H iO R I--. CO CO r o) I a CL) 6 a I I co a CC LLI — C > .Ty K O O r N M C IQ • n v m aco N _ W J CD Hi IX Q w 2 = L C _ W G m G F y M N — 0 fO h si ,^ tt O n Cl) C I Ce03 J F o 0 0 0 0 c M I ea CC C O o C I a N — E t r o0 CO J co II -J I w m FM es! r 0 CD - Iea W ii2 NC)O O M 1 o C co in mt Q O O N L CO d O CO O) -t • a ictl o r U O U O o J r r 0 M • C O O a.. 41 a a " o a co O In c0 IL W J t E . M Q O r • r w 1• ' APPENDIX B 1 1 i• 1 ,• I HCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY lyst:ill GC cy/Co. : Da e Performed: 24/2007 Ira Time Period: M MID PM Intersection: 6 - DAIRY ACCESS Jurisdiction: 'Units : U. S . Customary/—, Analysis Year: (FAX ST LT Project ID: �/ ,E ast/west Street: SH 66 North/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0.25 IVehicle Volumes and Adjustments ajor Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 ' L T R I L T R Volume 187 3 2 326 'Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HER 187 3 2 326 Percent Heavy Vehicles -- -- 0 -- -- IIMedian Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT stream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 IL T R I L T R Volume 3 3 'Peak Hour Factor, PHF 1 . 00 1 . 00 Hourly Flow Rate, HFR 3 3 Percent Heavy Vehicles 0 0 'Percent Grade (% ) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration L I - ____ Delay, Queue Length, and Level of Service 'Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I 'v (vph) 2 6 C (m) (vph) 1396 648 v/c 0 . 00 0 . 01 95% queue length 0 . 00 0 . 03 Control Delay 7 . 6 10 . 6 A B ' roach Delay 10 . 6 Approach LOS B I HCS2000 : Unsignalized Intersections Release 4 . 1f '• I Phone : Fax: 'E-Mail : TWO-WAY STOP CONTROL (TWSC) ANALYSIS 'Analyst: GC Agency/Co. : fate Performed: 12/24/2007 nalysis Time Period: AM MID PM Intersection: 66 - DAIRY ACCESS Jurisdiction: IA Units : U. S . Customary nalysis Year: EX ST LT Project ID: 'East/West Street : SH 66 North/South Street: DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajor Street Movements 1 2 3 4 5 6 L T R L T R me 187 3 2 326 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume 47 1 0 82 'Hourly Flow Rate, HFR 187 3 2 326 Percent Heavy Vehicles 0 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT MUpstream Signal? No No inor Street Movements 7 8 9 10 11 12 L T R L T R 'Volume 3 3 Peak Hour Factor, PHF 1 . 00 1 . 00 Peak-15 Minute Volume I 1 1 Hourly Flow Rate, HFR 3 3 Percent Heavy Vehicles 0 0 • Percent Grade (%) 0 0 'Flared Approach: Exists?/Storage No / / RT Channelized? Lanes 0 0 'Configuration LR • Pedestrian Volumes and Adjustments 'Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 I Zane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 Iis lir Upstream Signal Data I Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet I2 Left-Turn Through S5 Left-Turn IL Through I orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 "[hared In volume, major th vehicles: 326 hared In volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 liat flow rate, major rt vehicles : 1700 umber of major street through lanes : 1 IForksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation plirment 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 4 . 1 7 . 1 6 . 2 (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 0 0 0 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 . 20 0 . 10 Trade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0. 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0. 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 't (c) 1-stage 4 . 1 6 . 4 6 . 2 2-stage ILollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R l[ (f, base) 2 . 20 3 . 50 3 . 30 t ( f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 I (HV) 0 0 0 ( f) 2 . 2 3 . 5 3 . 3 Irorksheet 5-Effect of Upstream Signals eutation 1-Queue Clearance Time at Upstream Signal ' Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) • prog Total Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) ycle Length, C (sec) (from Exhibit 16-11) ortion vehicles arriving on green P ql) C (q2) g (q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) Clpha beta 'ravel time, t (a) (sec) 'Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 Computation 3-Platoon Event Periods Result I( (2 ) 0. 000 (5) 0. 000 (dom) p (subo) [strained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II 1 (1) (4) P (7) p (8) ,p ( 9) p (10) p (11) ,p (12) Computation 4 and 5 ISingle-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R 'V c, x 190 518 188 s Px 'Iv c, u, x • , x ?tat, . Two-Stage Process 7 8 10 11 I I Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) s 1500 P , u, x) 'C (r, x) C (plat, x) 'Worksheet 6-Impedance and Capacity Equations 'Step 1 : RT from Minor St . 9 12 Conflicting Flows 188 Potential Capacity 859 'Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 859 Probability of Queue free St. 1 . 00 1 . 00 'Step 2 : LT from Major St. 4 1 'Conflicting Flows 190 Potential Capacity 1396 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1396 Probability of Queue free St.I 1 . 00 1 . 00 Maj L Shared Prob Q free St. 1 . 00 'ly 3 : TH from Minor St . 8 11 Conflicting Flows Potential Capacity I Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity Probability of Queue free St. I 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 'Conflicting Flows 518 Potential Capacity 521 Pedestrian Impedance Factor 1 . 00 1 . 00 'Maj . L, Min T Impedance factor 1 . 00 Maj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 ,Movement Capacity 520 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance 'Step 3 : TH from Minor St . 8 11 ,Part 1 - First Stage Conflicting Flows ential Capacity estrian Impedance Factor 'Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . Part 2 - Second Stage Conflicting Flows 'Potential Capacity P destrian Impedance Factor Adj . factor due to Impeding mvmnt vement Capacity ,Part 3 - Single Stage Conflicting Flows 'Potential Capacity Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 "Movement Capacity Result for 2 stage process : a Y C t Probability of Queue free St . 1 . 00 1 . 00 'Step 4 : LT from Minor St . 7 10 art 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor ICap. Adj . factor due to Impeding mvmnt Movement Capacity pit 2 - Second Stage flicting Flows Potential Capacity Pedestrian Impedance Factor ICap. Adj . factor due to Impeding mvmnt Movement Capacity ,Part 3 - Single Stage Conflicting Flows 518 Potential Capacity 521 Pedestrian Impedance Factor 1 . 00 1 . 00 I L, Min T Impedance factor 1 . 00 Maj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mtnnt 1 . 00 1 . 00 ovement CapacityIM 520 Results for Two-stage process : a Y C t 520 ILorksheet 8-Shared Lane Calculations "Movement 7 8 9 10 11 12 L T R L T R ■Iume (vph) 3 3 IlMovement Capacity (vph) 520 859 ■Shared Lane Capacity (vph) 648 ILorksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 L T R L T R p 520 859 Iolume 3 3 elay Q sep sep +1 ound (Qsep +1) I max sh 648 SUM C sep li act orksheet 10-Delay, Queue Length, and Level of Service Ir Movement 1 4 7 8 9 10 11 12 ane ConfigIf LT LR (vph) 2 6 C (m) (vph) 1396 648 I/c 0 . 00 0 . 01 5% queue length 0 . 00 0 . 03 Control Delay 7 . 6 10 . 6 A B Woach Delay 10 . 6 Approach LOS B IIorksheet 11-Shared Major LT Impedance and Delay ILMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 (11) , Volume for stream 2 or 5 326 li (12 ) , Volume for stream 3 or 6 0 (il) , Saturation flow rate for stream 2 or 5 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 * (oj ) 1 . 00 M, LT) , Delay for stream 1 or 4 7 . 6 N, Number of major street through lanes 1 (rank, l) Delay for stream 2 or 5 IF 0 . 0 1 1 '•• ' HCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY illilyst: GC cy/Co. : �a a Performed: 12/24/2007 nalysis Time Period: AM Ii PM Intersection: 66 - DAIRY ACCESS Jurisdiction: ILnits : U. S . Customary, nalysis Year: EX ST LT Project ID: ast/west Street : SH 66 orth/South Street: DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajor Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 IL T R I L T R Volume 138 10 2 176 •eak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 ourly Flow Rate, HFR 138 10 2 176 Percent Heavy Vehicles -- -- 0 -- -- Median Type/Storage Undivided / 'LT Channelized? anes 1 0 0 1 Configuration TR LT lialtream Signal? No No Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 ' L T R I L T R Volume 9 1 Teak Hour Factor, PHF 1 . 00 1 . 00 ourly Flow Rate, HFR 9 1 Percent Heavy Vehicles 0 0 Grade (%) 0 0 Iercent 0 0ared Approach: Exists?/Storage No / / anes Configuration LR I Delay, Queue Length, and Level of Service Ipproach EB WB Northbound Southbound ovement 1 4 I 7 8 9 I 10 11 12 Lane Config LT I LR I IE (vph) 2 10 (m) (vph) 1446 692 v/c 0 . 00 0 . 01 95o queue length 0 . 00 0 . 04 ontrol Delay 7 . 5 10 . 3 ill A B roach Delay 10 . 3 pproach LOS a I HCS2000 : Unsignalized Intersections Release 4 . 1f '• I Phone: Fax: ir-Mail: TWO-WAY STOP CONTROL (TWSC) ANALYSIS •nalyst: GC Agency/Co. : Date Performed: 12/24/2007 nalysis Time Period: AM MID PM Intersection: 66 - DAIRY ACCESS Jurisdiction: nits : U. S. Customary nalysis Year: EX ST LT Project ID: ast/West Street: SH 66 forth/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajor Street Movements 1 2 3 4 5 6 L T R L T R 1me 138 10 2 176 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 eak-15 Minute Volume 34 2 0 44 I ourly Flow Rate, HFR 138 10 2 176 ercent Heavy Vehicles 0 Median Type/Storage Undivided / T Channelized? anes 1 0 0 1 Configuration TR LT Upstream Signal? No No inor Street Movements 7 8 9 10 11 12 L T R L T R liVolume 9 1 Peak Hour Factor, PHF 1 . 00 1 . 00 �eak-15 Minute Volume 2 0 'riourly Flow Rate, HFR 9 1 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 IRFlared Approach: Exists?/Storage No / / T Channelized? Lanes 0 0 ',Confi.guration LR • Pedestrian Volumes and Adjustments lkovements 13 14 15 16 ■Flow (ped/hr) 0 0 0 0 'Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 L .., Upstream Signal Data I Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet 112 Left-Turn Through S5 Left-Turn IL Through orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles irMovement 2 Movement 5 Ihared ln volume, major th vehicles: 176 hared ln volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 sat flow rate, major rt vehicles : 1700 `�Tumber of major street through lanes : 1 orksheet 4-Critical Gap and Follow-up Time Calculation IF Critical Gap Calculation torment 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 4 . 1 7 . 1 6 . 2 Il (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 0 0 0 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 . 20 0 . 10 Trade/100 0 . 00 0. 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0 . 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 It (c) 1-stage 4 . 1 6. 4 6. 2 2-stage ollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R rt (f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 P (HV) 0 0 0 It (f) 2 . 2 3 . 5 3 . 3 Iorksheet 5-Effect of Upstream Signals •utation 1-Queue Clearance Time at Upstream Signal I Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) ✓ prog Iotal Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) ycle Length, C (sec) (from Exhibit 16-11) ortion vehicles arriving on green P Ir ql) (q2) g (q) Iomputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) IVlpha beta Travel time, t (a) (sec) 'Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 . 000 0. 000 •omputation 3-Platoon Event Periods Result I (2) 0 . 000 (5) 0 . 000 (dom) p (subo) • strained or unconstrained? Proportion unblocked (1) (2) (3) ,for minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II I (1) (4) p (7) '1 (8) (9) p (10) p (11) 1 (12) Computation 4 and 5 ISingle-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R s Ir c, x 148 323 143 Px ,V c, u, x , x lat, x 'Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) s 1500 P , u, x) I (r, x) C (plat, x) ILorksheet 6-Impedance and Capacity Equations Step 1 : RT from Minor St . 9 12 Conflicting Flows 143 Potential Capacity 910 ,Pedestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 910 Probability of Queue free St. 1 . 00 1 . 00 Step 2 : LT from Major St. 4 1 'Conflicting Flows 148 Potential Capacity 1446 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1446 Probability of Queue free St . 1 . 00 1 . 00 aj L-Shared Prob Q free St. 1 . 00 low3 : TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1 . 00 1 . 00 ap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity 'Probability of Queue free St . 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 lronflicting Flows 323 Potential Capacity 675 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factorIlL 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 ovement Capacity 674 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St . 8 11 art 1 - First Stage Conflicting Flows •ential Capacity , estrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt ovement Capacity Probability of Queue free St . Part 2 - Second Stage Conflicting Flows ,Potential Capacity P destrian Impedance Factor . Adj . factor due to Impeding mvmnt ement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 1ovement Capacity Result for 2 stage process : Ir Probability of Queue free St. 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 tart 1 - First Stage onflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt ovement Capacity It 2 - Second Stage flicting Flows Potential Capacity Pedestrian Impedance Factor lap. Adj . factor due to Impeding mvmnt ovement Capacity 'part 3 - Single Stage onflicting Flows 323 Potential Capacity 675 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Irovement Capacity 674 Results for Two-stage process : Ir c t 674 ILorksheet 8-Shared Lane Calculations Iovement 7 8 9 10 11 12 �_ L T R L T R � ume (vph) 9 1 lhovement Capacity (vph) 674 910 Shared Lane Capacity (vph) 692 I "orksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 L T R L T R sep 674 910 'Volume 9 1 Delay Q sep 'Q sep +1 round (Qsep +1) 'n max C sh 692 SUM C sep n 'C act orksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR "v (vph) 2 10 C (m) (vph) 1446 692 /c 0 . 00 0 . 01 95a queue length 0 . 00 0 . 04 Control Delay 7 . 5 10 . 3 A B roach Delay 10 . 3 Approach LOS B IL orksheet 11-Shared Major LT Impedance and Delay ILMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 v (il) , Volume for stream 2 or 5 176 IF (i2 ) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for stream 2 or 5 1700 s (i2) , Saturation flow rate for stream 3 or 6 1.700 * (oj ) 00 (M, LT) , Delay for stream 1 or 4 7 . 5 N, Number of major street through lanes 1 � (rank, l) Delay for stream 2 or 5 0 . 0 '•1 ' HCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY '0a lyst : GC ncy/Co . : e Performed: 12/24/2007 'Analysis Time Period: AM MID PM Intersection: 66 - DAIRY ACCESS Jurisdiction: 'Units : U. S . Customary Analysis Year: EX ST LT Project ID: ast/West Street: SH 66 North/South Street: DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 ' L T R I L T R Volume 390 0 1 257 eak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 390 0 1 257 Percent Heavy Vehicles -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT stream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 IL T R I L T R Volume 5 3 Peak Hour Factor, PHF 1 . 00 1 . 00 Hourly Flow Rate, HFR 5 3 Percent Heavy Vehicles 0 0 Percent Grade (% ) 0 0 'Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR I Delay, Queue Length, and Level of Service 'Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I ,v (vph) 1 8 C (m) (vph) 1180 502 v/c 0 . 00 0 . 02 '95% queue length 0 . 00 0 . 05 Control Delay 8 . 1 12 . 3 A B roach Delay 12 . 3 'Approach LOS B I HCS2000 : Unsignalized Intersections Release 4 . 1f '. I Phone: Fax : 'E-Mail: TWO-WAY STOP CONTROL (TWSC) ANALYSIS 'Analyst: GC Agency/Co. : Date Performed: 12/24/2007 'Analysis Time Period: AM MID PM Intersection: 66 - DAIRY ACCESS Jurisdiction: Iunits : U. S . Customary Analysis Year: EX ST LT Project ID: 'East/West Street : SH 66 North/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 IVehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R fume 390 0 1 257 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume 98 0 0 64 'Hourly Flow Rate, HFR 390 0 1 257 Percent Heavy Vehicles 0 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT I Upstream Signal? No No Il Minor Street Movements 7 8 9 10 11 12 L T R L T R 'Volume 5 3 Peak Hour Factor, PHF 1 . 00 1 . 00 Peak-15 Minute Volume 1 1 Hourly Flow Rate, HFR 5 3 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 IFlared Approach: Exists?/Storage No / RT Channelized? Lanes 0 0 'Configuration LR • Pedestrian Volumes and Adjustments _ 'Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 'Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 Is Upstream Signal Data I Frog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left-Turn Through S5 Left-Turn iThrough Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 'Shared ln volume, major th vehicles : 257 Shared ln volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 'Sat flow rate, major rt vehicles : 1700 Number of major street through lanes : 1 1Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation implement 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 4 . 1 7 . 1 6 . 2 't (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 P (hv) 0 0 0 t (c, g) 0 . 20 0. 20 0 . 10 0. 20 0 . 20 0 . 10 'Grade/100 0 . 00 0. 00 0 . 00 0 . 00 0 . 00 0 . 00 t (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0 . 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 't (c) 1-stage 4 . 1 6. 4 6 . 2 2-stage tollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R t ( f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 P (HV) 0 0 0 If (f) 2 . 2 3 . 5 3 . 3 Worksheet 5-Effect of Upstream Signals reputation 1-Queue Clearance Time at Upstream Signal I Movement 2 Movement 5 V (t) V (1, prot) V (t) V (l, prot) ✓ prog •otal Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) 'Cycle Length, C (sec) IDP R (from Exhibit 16-11) ortion vehicles arriving on green P 'g ql) g (q2) g (q) •omputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l,prot) •alpha beta Travel time, t (a) (sec) 'Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 •omputation 3-Platoon Event Periods Result I (2) 0 . 000 (5) 0 . 000 (dom) p (subo) strained or unconstrained? Proportion unblocked (1) (2)I (3) for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II I ( 1) (4 ) P (7) sp (8) lip ( 9) p (10) If (11) (12) Computation 4 and 5 Ir7 Ingle-Stage Process ovement 1 4 7 8 9 10 11 12 L L L T R L T R c, x 390 649 390 s Px • c, u, x x at, x wo-Stage Process 7 8 10 11 ' Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) Is 1500 illi, u, x) IF (r, x) C (plat, x) 1orksheet 6-Impedance and Capacity Equations Step 1 : RT from Minor St. 9 12 Conflicting Flows 390 Potential Capacity 663 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 663 Probability of Queue free St . 1 . 00 1 . 00 Step 2 : LT from Major St . 4 1 ,Conflicting Flows 390 Potential Capacity 1180 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1180 'Probability of Queue free St. 1 . 00 1 . 00 Maj L-Shared Prob Q free St. 1 . 00 13 : TH from Minor St. 8 11 Conflicting Flows Potential Capacity 'Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity 'Probability of Queue free St . 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 'Conflicting Flows 649 Potential Capacity 438 Pedestrian Impedance Factor 1 . 00 1 . 00 ,Maj . L, Min T Impedance factor 1 . 00 Maj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 'Movement Capacity 438 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance 'Step 3 : TH from Minor St. 8 11 ,Part 1 - First Stage Conflicting Flows •ential Capacity estrian Impedance Factor ,Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. ' "'Part 2 - Second Stage Conflicting Flows 'Potential Capacity P destrian Impedance Factor Adj . factor due to Impeding mvmnt vement Capacity 'Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 'Movement Capacity Result for 2 stage process : a III C t Probability of Queue free St. 1 . 00 1 . 00 'Step 4 : LT from Minor St . 7 10 art 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor ICap. Adj . factor due to Impeding mvmnt Movement Capacity Millt 2 - Second Stage flicting Flows Potential Capacity Pedestrian Impedance Factor 'Cap. Adj . factor due to Impeding mvmnt Movement Capacity 'Part 3 - Single Stage Conflicting Flows 649 Potential Capacity 438 Pedestrian Impedance Factor 1 . 00 1 . 00 'Maj . L, Min T Impedance factor 1. 00 Maj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 ,Movement Capacity 438 Results for Two-stage process : a Y C t 438 'Worksheet 8-Shared Lane Calculations 'Movement 7 8 9 10 11 12 L T R L T R illume (vph) 5 3 ,Movement Capacity (vph) 438 663 Shared Lane Capacity (vph) 502 ILorksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 L T R L T R ■ sep 438 663 ■Volume 5 3 ■■■Delay Q sep sep +1 round (Qsep +1) I max sh 502 SUM C sep n 'C act Worksheet 10-Delay, Queue Length, and Level of Service `Movement 1 4 7 8 9 10 11 12 Lane Config LT LB v (vph) 1 8 C (m) (vph) 1180 502 �/c 0 . 00 0 . 02 95o queue length 0 . 00 0 . 05 Control Delay 8 . 1 12 . 3 A B Nroach Delay 12 . 3 Approach LOS B .orksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (oj ) 1 . 00 1 . 00 f (il) , Volume for stream 2 or 5 257 (i2) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for stream 2 or 5 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 1P* (oj ) 1 . 00 d (M, LT) , Delay for stream 1 or 4 8 . 1 N, Number of major street through lanes 1 � (rank, l) Delay for stream 2 or 5 0 . 0 i 1. 1 ' APPENDIX C 1 1 1 1 i N 1 1 1 1 1 1 1• 1 IHCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY Illilyst: GC cy/Co. : e Performed: /24/2007 I( nalysis Time Period: AM MID PM ntersection: DAIRY ACCESS Jurisdiction: IInits : U. S . Customary nalysis Year: EX ST LT Project ID: 'Fast/West Street : SH 66 orth/South Street: DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 II Vehicle Volumes and Adjustments ajor Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 IL L T R I L T R Volume 230 9 5 400 eak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 I( ourly Flow Rate, HFR 230 9 5 400 ercent Heavy Vehicles 20 Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT Illiream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 IL T R I L T R Volume 9 7 Teak Hour Factor, PHF 1 . 00 1 . 00 ourly Flow Rate, HFR 9 7 Percent Heavy Vehicles 50 25 ercent Grade (%) 0 0 lilared Approach: Exists?/Storage No / / anes 0 0 Configuration LR I Delay, Queue Length, and Level of Service I(pproach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Config LT LRI IF (vph) 5 16 (m) (vph) 1229 476 v/c 0 . 00 0 . 03 Is queue length 0 . 01 0 . 10 ontrol Delay 7 . 9 12 . 8 A a oach Delay 12 . 8 pproach LOS B I Il HCS2000 : Unsignalized Intersections Release 4 . 1f '. I Phone: Fax: ll-Mail: TWO-WAY STOP CONTROL (TWSC) ANALYSIS nalyst: GC gency/Co. : ate Performed: 12/24/2007 I(nalysis Time Period: AM MID PM ntersection: 66 - DAIRY ACCESS Jurisdiction: nits : U. S. Customary nalysis Year: EX ST LT Project ID: ast/West Street: SH 66 I(orth/South Street : DAIRY ACCESS ntersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajor Street Movements 1 2 3 4 5 6 L T R L T R me 230 9 5 400 eak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 �.P""eak-15 Minute Volume 58 2 1 100 ourly Flow Rate, HFR 230 9 5 400 ercent Heavy Vehicles 20 Median Type/Storage Undivided / �T Channelized? No anes 1 1 0 1 Configuration T R LT pstream Signal?If No No inor Street Movements 7 8 9 10 11 12 L T R L T P plume 9 7 Peak Hour Factor, PHF 1 . 00 1 . 00 I(eak-15 Minute Volume 2 2 ourly Flow Rate, HFR 9 7 ercent Heavy Vehicles 50 25 Percent Grade (%) 0 0 dared Approach: Exists?/Storage No / T Channelized? Lanes 0 0 Ifonfiguration LR • Pedestrian Volumes and Adjustments IFovements 13 14 15 16 Flow (ped/hr) 0 0 0 0 'lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 �� Upstream Signal Data I Frog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet I2 Left-Turn Through S5 Left-Turn li Through orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles liMovement 2 Movement 5 hared ln volume, major th vehicles : 400 hared ln volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 Iat flow rate, major rt vehicles : 1700 umber of major street through lanes : 1 orksheet 4-Critical Gap and Follow-up Time Calculation � Critical Gap iplifment 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 4 . 1 7 . 1 6. 2 Ilt (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 20 50 25 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 . 20 0 . 10 Trade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0. 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0. 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 lit (c) 1-stage 4 . 3 6. 9 6. 4 2-stage ILollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R I[ (f, base) 2 . 20 3 . 50 3 . 30 t ( f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 P (HV) 20 50 25 I[ (f) 2 . 4 4 . 0 3 . 5 orksheet 5-Effect of Upstream Signals •utation 1-Queue Clearance Time at Upstream Signal I Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l,prot) ✓ prog Iotal Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) Iycle Length, C (sec) 11(from Exhibit 16-11) ortion vehicles arriving on green P I( ql) (q2) (q) IF omputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l,prot) 1lpha beta Iravel time, t (a) (sec) moothing Factor, F roportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) uration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 computation 3-Platoon Event Periods Result (2) 0 . 000 (5) 0 . 000 (dom) p (subo) trained or unconstrained? Proportion unblocked (1 ) (2) (3) or minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II a ( 1 ) (4 ) p (7 ) ��PPPP (8) �p (9) (10) p (11) 1 (12) Computation 4 and 5 �'i Single-Stage Process ovement 1 4 7 8 9 10 11 12 L L L T R L T R s ir c, x 239 640 230 Px V c, u, x x milplat, x 'Ewo-Stage Process 7 8 10 11 ' Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) 1500 u, x) l[ (r, x) (plat, x) ILorksheet 6-Impedance and Capacity Equations I[tep 1 : RT from Minor St . 9 12 Conflicting Flows 230 otential Capacity 755 Itedestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 755 Probability of Queue free St. 0 . 99 1 . 00 "tep 2 : LT from Major St . 4 1 onflicting Flows 239 I( otential Capacity 1229 edestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1229 probability of Queue free St . 1 . 00 1 . 00 aj L-Shared Prob Q free St. 0 . 99 Ulf3 : TH from Minor St . 8 11 Conflicting Flows otential Capacity liedestrian Impedance Factor 1 . 00 1 . 00 ap. Adj . factor due to Impeding mvmnt 0 . 99 0 . 99 Movement Capacity probability of Queue free St . 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 IIonflicting Flows 640 otential Capacity 372 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factorIL 0 . 99 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 ovement Capacity 370 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance ILtep 3 : TH from Minor St. 8 11 art 1 - First Stage onflicting Flows ntial Capacity estrian Impedance Factor ,Cap. Adj . factor due to Impeding mvmnt �yovement Capacity Probability of Queue free St. Itart 2 - Second Stage Conflicting Flows Iotential Capacity estrian Impedance Factor Adj . factor due to Impeding mvmnt Irovement Capacity art 3 - Single Stage Conflicting Flows IIotential Capacity edestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 . 99 0 . 99 ovement Capacity Result for 2 stage process : It Probability of Queue free St . 1 . 00 1 . 00 litep 4 : LT from Minor St. 7 10 Tart 1 - First Stage onflicting Flows otential Capacity Pedestrian Impedance Factor ILap. Adj . factor due to Impeding mvmnt ovement Capacity ilk2 - Second Stage licting Flows Potential Capacity lledestrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity tart 3 - Single Stage onflicting Flows 640 Potential Capacity 372 lledestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 0 . 99 aj . L, Min T Adj . Imp Factor . 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 IIovement Capacity 370 Results for Two-stage process : Ir C t 370 1orksheet 8-Shared Lane Calculations Iovement 7 8 9 10 11 12 �_ L T R L T R ■Illlume (vph) 9 7 ovement Capacity (vph) 370 755 hared Lane Capacity (vph) 476 I ILorksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 L T R L T R Ai l( sep 370 755 olume 9 7 elay If sep sep +1 ound (Qsep +1) IF max sh 476 SUM C sep li act Itorksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 'lane Config LT LR v (vph) 5 16 C (m) (vph) 1229 476 IL/c 0 . 00 0 . 03 5% queue length 0 . 01 0 . 10 Control Delay 7 . 9 12 . 8 A B IDIllroach Delay 12 . 8 Approach LOS B ILorksheet 11-Shared Major LT Impedance and Delay IMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 Ir (il) , Volume for stream 2 or 5 400 (12) , Volume for stream 3 or 6 0 5 (11) , Saturation flow rate for stream 2 or 5 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 •* (oj ) 0 . 99 (M, LT) , Delay for stream 1 or 4 7 . 9 N, Number of major street through lanes 1 d (rank, l) Delay for stream 2 or 5 0 . 0 Ili NW 1 I HCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY illyst: GC cy/Co. : I(ate Performed: 12/24/2007 nalysis Time Period: AM MI PM ntersection: 66 - DAIRY A(. SS Jurisdiction: nits: U. S . Customary nalysis Year: EX 01. 11 T LT Project ID: Iast/West Street : SH 66 orth/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0. 25 ILVehicle Volumes and Adjustments ajor Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 ' L T R I L T R Volume 170 23 5 215 eak-Hour Factor, PHF 1 . 00 1 . 00 I( 1 . 00 1 . 00 ourly Flow Rate, HFR 170 23 5 215 ercent Heavy Vehicles 20 edian Type/Storage Undivided / T Channelized? No Lanes 1 1 0 1 Configuration T R LT illfream Signal? No No Minor Street : Approach Northbound Southbound I Movement 7 8 9I 10 11 12 L T R L T R Volume 21 3 teak Hour Factor, PHF 1 . 00 1 . 00 ourly Flow Rate, HFR 21 3 Percent Heavy Vehicles 50 25 Percent Grade (%) 0 0 'Flared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR I— Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I v (vph) 5 24 C (m) (vph) 1279 550 v/c 0 . 00 0 . 04 '95% queue length 0 . 01 0 . 14 Control Delay 7 . 8 11 . 8 A B roach Delay 11 . 8 pproach LOS a I HCS2000 : Unsignalized Intersections Release 4 . 1f '� I Phone : Fax : 1-Mail: TWO-WAY STOP CONTROL (TWSC) ANALYSIS 'knalyst: GC Agency/Co. : ate Performed: 12/24/2007 l(nalysis Time Period: AM MID PM ntersection: 66 - DAIRY ACCESS Jurisdiction: IVnits : U. S. Customary nalysis Year: EX ST LT Project ID: East/West Street: SH 66 North/South Street: DAIRY ACCESS ntersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajar Street Movements 1 2 3 4 5 6 L T R L T R Ime 170 23 5 215 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume 42 6 1� 54 ourly Flow Rate, HFR 170 23 5 215 Percent Heavy Vehicles 20 -- -- Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT Upstream Signal? No No kinor Street Movements 7 8 9 10 11 12 L T R L T R tolume 21 3 Peak Hour Factor, PHF 1 . 00 1 . 00 �Peak-15 Minute Volume 5 1 -I ourly Flow Rate, HFR 21 3 Percent Heavy Vehicles 50 25 Percent Grade (% ) 0 0 Flared Approach: Exists?/Storage NoI / / RT Channelized? Lanes 0 0 configuration LR • Pedestrian Volumes and Adjustments movements 13 14 15 16 ■■■Flow (ped/hr) 0 0 0 0 'tane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 lMrUpstream Signal Data I Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet 112 Left-Turn Through S5 Left-Turn Through orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles liMovement 2 Movement 5 hared In volume, major th vehicles : 215 hared In volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 at flow rate, major rt vehicles : 1700 umber of major street through lanes: 1 orksheet 4-Critical Gap and Follow-up Time Calculation IF Critical Gap Ellyment 1 4 7 8 9 10 11 12 L L L T R L T R I (c, base) 4 . 1 7 . 1 6 . 2 (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 20 50 25 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 . 20 0 . 10 Trade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0 . 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 Ir (c) 1-stage 4 . 3 6. 9 6 . 4 2-stage ■follow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R It ( f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 I (HV) 20 50 25 (f) 2 . 4 4 . 0 3 . 5 Irorksheet 5-Effect of Upstream Signals eutation 1-Queue Clearance Time at Upstream Signal I Movement 2 Movement 5 v (t) V (l,prot) V (t) v (l, prot) ✓ prog Iotal Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) Iycle Length, C (sec) F�(from Exhibit 16-11 ) ortion vehicles arriving on green P g (q1) (q2 ) (q) Iomputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (1, prot) V (t) V (1,prot) Ilpha beta Travel time, t (a) (sec) moothing Factor, F roportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c, min) uration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 I[ 3-Platoon Event Periods Result IF (2) 0. 000 (5) 0. 000 (dom) p (subo) trained or unconstrained? Proportion 1nblocked (1) (2) (3) or minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II IlL (1) (4) p (7) IF (8) (1) (10) 1 (11) (12) Computation 4 and 5 Irl Ingle-Stage Process ovement 1 4 7 8 9 10 11 12 L L L T R L T R c, x 193 395 170 s Px 1 c, u, x x lat, x wo-Stage Process 7 8 10 11 ' Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) IF 1500 giu, x) I[(r, x) (plat, x) Il[orksheet 6-Impedance and Capacity Equations ittep 1 : RT from Minor St. 9 12 Conflicting Flows 170 otential Capacity I 818 edestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 818 Probability of Queue free St. 1 . 00 1 . 00 I[tep 2 : LT from Major St . 4 1 I(onflicting Flows 193 otential Capacity 1279 edestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1279 robability of Queue free St.' 1 . 00 1 . 00 aj L-Shared Prob Q free St. 1 . 00 3 : TH from Minor St . 8 11 Conflicting Flows potential Capacity edestrian Impedance Factor 1 . 00 1 . 00 ap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity robability of Queue free St. 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 lionflicting Flows 395 otential Capacity 527 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 Irovement Capacity 525 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance IItep 3 : TH from Minor St . 8 11 'part 1 - First Stage onflicting Flows eontial Capacity estrian Impedance Factor ap. Adj . factor due to Impeding mvmnt vement Capacity Probability of Queue free St. IFart 2 - Second Stage Conflicting Flows Iotential Capacity estrian Impedance Factor Adj . factor due to Impeding mvmnt Itovement Capacity art 3 - Single Stage llonflicting Flows otential Capacity edestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 IIovement Capacity Result for 2 stage process : It t Probability of Queue free St . 1 . 00 1 . 00 litep 4 : LT from Minor St . 7 10 tart 1 - First Stage onflicting Flows Potential Capacity liedestrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity Nit2 - Second Stage licting Flows Potential Capacity liedestrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity tart 3 - Single Stage onflicting Flows 395 Potential Capacity 527 liedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 ovement Capacity 525 Results for Two-stage process : II C t 525 Ilorksheet 8-Shared Lane Calculations Iovement 7 8 9 10 11 12 L T R L T R l[Iume (vph) 21 3 ovement Capacity (vph) 525 818 Shared Lane Capacity (vph) 550 I Itorksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 L T R L T R sep 525 818 plume 21 3 elay Q sep II sep +1 ound (Qsep +1) I max sh 550 SUM C sep If act 1orksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 'lane Config LT LR v (vph) 5 24 C (m) (vph) 1279 550 I/c 0 . 00 0 . 04 5% queue length 0 . 01 0 . 14 Control Delay 7 . 8 11 . 8 A B tilloach Delay 11 . 8 Approach LOS B IIorksheet 11-Shared Major LT Impedance and Delay I_ Movement 2 Movement 5 p (oj ) 1 . 00 1 . 00 v (il) , Volume for stream 2 or 5 215 � (i2) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for stream 2 or 5 1700 s (i2 ) , Saturation flow rage for stream 3 or 6 1700 (oj ) 1 . 00 (M, LT) , Delay for stream 1 or 4 7 . 8 N, Number of major street through lanes 1 �(rank, l) Delay for stream 2 or 5 0 . 0 ' HCS2000: Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY likilyst : GC cy/Co. : •aLe Performed: 12/24/2007 nalysis Time Period: AM MID PM ntersection: 66 - DAIRY ACCESS Jurisdiction: ILnits: U. S . Customary nalysis Year: EX ST LT Project ID: ast/West Street : SH 66 orth/South Street: DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 Vehicle Volumes and Adjustments ajor Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 IL L T R I L T R Volume 475 3 1 315 I(eak Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 ourly Flow Rate, HFR 475 3 1 315 ercent Heavy Vehicles 20 Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT 1t ream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 ' L T R I L T R Volume 13 7 Weak Hour Factor, PHF 1 . 00 1 . 00 ourly Flow Rate, HFR 13 7 Percent Heavy Vehicles 50 25 ercent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / anes 0 0 Configuration LR I Delay, Queue Length, and Level of Service Ir7pproach EB WB Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I (vph) 1 20 (m) (vph) 997 355 v/c 0 . 00 0 . 06 ,95% queue length 0 . 00 0 . 18 Control Delay 8 . 6 15 . 7 A C roach Delay 15 . 7 pproach LOS C I HCS2000 : Unsignalized Intersections Release 4 . 1f '• II Phone: Fax: II-Mail : TWO-WAY STOP CONTROL (TWSC) ANALYSIS 1nalyst: GC Agency/Co. : ate Performed: 12/24/2007 I(nalysis Time Period: AM MID PM ntersection: 66 - DAIRY ACCESS Jurisdiction: Itnits : U. S. Customary nalysis Year: EX ST LT Project ID: 11 ast/West Street : SH 66 orth/South Street : DAIRY ACCESS ntersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajar Street Movements 1 2 3 4 5 6 L T R L T IDIIILle 475 3 1 315 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 eak-15 Minute Volume 119 1 0 79 I(ourly Flow Rate, HFR 475 3 1 315 ercent Heavy Vehicles 20 Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT Ipstream Signal? No No inor Street Movements 7 8 9 10 11 12 L T R L T R liolume 13 7 Peak Hour Factor, PHF 1 . 00 1 . 00 Ireak-15 Minute Volume 3 2 ourly Flow Rate, HFR 13 7 Percent Heavy Vehicles 50 25 ■-Percent Grade (% ) 0 0 dared Approach: Exists?/Storage No / / T Channelized? Lanes 0 0 Ironfiguration LR • Pedestrian Volumes and Adjustments tovements 13 14 15 16 Flow (ped/hr) 0 0 0 0 "Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 �� Upstream Signal Data I Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet I2 Left-Turn Through SS Left-Turn IFThrough orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles liMovement 2 Movement 5 hared ln volume, major th vehicles :I 315 hared ln volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 Iat flow rate, major rt vehicles : 1700 umber of major street through lanes : 1 orksheet 4-Critical Gap and Follow-up Time Calculation IF Critical Gap Calculation lir ment 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 4 . 1 7 . 1 6 . 2 It (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 20 50 25 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 .20 0 . 10 Trade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0. 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 IF (c) 1-stage 4 . 3 6. 9 6. 4 2-stage 'Follow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R I (f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 I (HV) 20 50 25 (f) 2 . 4 4 . 0 3 . 5 orksheet 5-Effect of Upstream Signals � •utation 1-Queue Clearance Time at Upstream Signal I Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) t prop IFotal Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) Ire Length, C (sec) (from Exhibit 16-11) Fortion vehicles arriving on green P Ii (q1) (q2) g (q) Iomputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) 1lpha beta Iravel time, t (a) (sec) moothing Factor, F roportion of conflicting flow, f Max platooned flow, V (c, max) tin platooned flow, V (c,min) uration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 mputation 3-Platoon Event Periods If Result (2) 0 . 000 (5) 0 . 000 (dom) p (subo) HDtrained or unconstrained? Proportion nblocked (1 ) (2) (3) or minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II •(1) (4 ) P (7) 8) IF (9) p (10) (11) IF (12) Computation 4 and 5 IFIngle-Stage Process ovement 1 4 7 8 9 10 11 12 L L L T R L T R Itc, x 478 792 475 Px I c, u, x x lat, x wo-Stage Process 7 8 10 11 ' Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) II 1500 Ailliu, x) I[ (r, x) (plat, x) IIorksheet 6-Impedance and. Capacity Equations tep 1 : RT from Minor St. IF 9 12 Conflicting Flows 475 otential Capacity I 545 edestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 545 Probability of Queue free St . 0 . 99 1 . 00 I[tep 2 : LT from Major St. 4 1 lronflicting Flows 478 otential Capacity 997 Pedestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 997 Ifrobability of Queue free St . 1 . 00 1 . 00 aj L-Shared Prob Q free St. 1 . 00 3 : TH from Minor St .Fill 8 11 Conflicting Flows potential Capacity edestrian Impedance Factor 1 . 00 1 . 00 ap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity probability of Queue free St . 1 . 00 1 . 00 Step 4 : LT from Minor St . 7 10 onflicting Flows 792 otential Capacity 299 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 IFovement Capacity 299 11 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance tep 3 : TH from Minor St. 8 11 Tart 1 - First Stage onflicting Flows iille ntial Capacity estrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity Probability of Queue free St . 'Fart 2 - Second Stage Conflicting Flows Iotoential Capacity 4 estrian Impedance Factor Adj . factor due to Impeding mvmnt IIement Capacity art 3 - Single Stage Conflicting Flows otential Capacity edestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Irovement Capacity Result for 2 stage process : It Probability of Queue free St. 1 . 00 1 . 00 IFtep 4 : LT from Minor St. 7 10 Iart 1 - First Stage onflicting Flows otential Capacity Pedestrian Impedance Factor ILap. Adj . factor due to Impeding mvmnt ovement Capacity pa2 - Second Stage licting Flows Potential Capacity I(edestrian Impedance Factor ap . Adj . factor due to Impeding mvmnt ovement Capacity art 3 - Single Stage 'part Flows 792 Potential Capacity 299 edestrian Impedance Factor I 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 ovement CapacityIr 299 Results for Two-stage process : IF C t 299 1orksheet 8-Shared Lane Calculations Iovement 7 8 9 10 11 12 L T R L T R Iume (vph) 13 7 ovement Capacity (vph) 299 545 hared Lane Capacity (vph) 355 I liorksheet 9-Computation of Effect of Flared Minor Street Approaches Iovement 7 8 9 10 11 12 L T R L T R p 299 545 Iolume 13 7 elay Q sep Il sep +1 ound (Qsep +1) ll max sh 355 UM C sep li act Itorksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Iane Config LT LR (vph) 1 20 C (m) (vph) 997 355 I/c 0 . 00 0 . 06 5% queue length 0 . 00 0 . 18 Control Delay 8 . 6 15 . 7 A C Itiloach Delay 15 . 7 pproach LOS C IIorksheet 11-Shared Major LT Impedance and Delay IFMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 (11) , Volume for stream 2 or 5 315 ll (12) , Volume for stream 3 or 6 0 (i1) , Saturation flow rate for stream 2 or 5 1700 5 (12) , Saturation flow rate for stream 3 or 6 1700 * (oj ) 1 . 00 M, LT) , Delay for stream 1 or 4 8 . 6 N, Number of major street through lanes 1 (rank, l) Delay for stream 2 or 5 II 0 . 0 II i 1• 1 1 APPENDIX D 1 i 1 10 1 1 1 1 1 1• 1 IIHCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY Il : GC lyst cy/Co. : Irate Performed: 2/24/2007 nalysis Time Period: AM MID PM Intersection: - DAIRY ACCESS Jurisdiction: tnits : U. S. Customary nalysis Year: EX ST LT Project ID: l[fast/West Street: SH 66 orth/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 IllVehicle Volumes and Adjustments ajor Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 ll L T R I L T R Volume 310 9 5 545 IIeak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 ourly Flow Rate, HFR 310 9 5 545 Percent Heavy Vehicles -- -- 20 -- -- Iedian Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT 1pilitream Signal? No No Minor Street: Approach Northbound Southbound ' Movement 7 8 91 10 11 12 L T R L T R Volume 9 7 eak Hour Factor, PHFI 1 . 00 1 . 00 ourly Flow Rate, HFR 9 7 Percent Heavy Vehicles 50 25 Percent Grade (o) 0 0 Tared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR I Delay, Queue Length, and Level of Service Ipproach EB WB Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I (vph) 5 16 m) (vph) 1146 365 v/c 0 . 00 0 . 04 95% queue length 0 . 01 0 . 14 ontrol Delay 8 . 2 15 . 3 A C roach Delay 15 . 3 pproach LOS C II I HCS2000 : Unsignalized Intersections Release 4 . 1f I. II Phone: Fax : I[-Mail : TWO-WAY STOP CONTROL (TWSC) ANALYSIS •nalyst: GC Agency/Co. : 1 ate Performed: 12/24/2007 nalysis Time Period: AM MID PM ntersection: 66 - DAIRY ACCESS Jurisdiction: ILnits : U. S . Customary nalysis Year: EX ST LT Project ID: IIast/West Street: SH 66 orth/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 IVehicle Volumes and Adjustments ajor Street Movements 1 2 3 4 5 6 L T R L T R leme 310 9 5 545 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 eak-15 Minute Volume 78 2 1 136 Irourly Flow Rate, HFR 310 9 5 545 Percent Heavy Vehicles 20 - Median Type/Storage Undivided / IT Channelized? No anes 1 1 0 1 Configuration T R LT pstream Signal? NoIli No liMinor Street Movements 7 8 9 10 11 12 L T R L T R to l ume 9 7 Peak Hour Factor, PHF 1 . 00 1 . 00 Peak-15 Minute Volume! 2 2 Hourly Flow Rate, HFR 9 7 Percent Heavy Vehicles 50 25 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / RT Channelized? Lanes 0 0 Configuration LR • Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 ' 'Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 �� Upstream Signal Data II Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet 112 Left-Turn Through S5 Left-Turn IF Through Iorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 hared In volume, major th vehicles :It 545 hared In volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 at flow rate, major rt vehicles : 1700 umber of major street through lanes : 1 Jorksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Iplirment 1 4 7 8 9 10 11 12 L L L T R L T R t (c, base) 4 . 1 7 . 1 6 . 2 (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 20 50 25 t (c, g) 0 . 20 0. 20 0 . 10 0 . 20 0 . 20 0 . 10 Trade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0. 00 0 . 00 2-stage 0 . 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 It (c) 1-stage 4 . 3 6. 9 6 . 4 2-stage ollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R t (f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 P (HV) 20 50 25 lit (f) 2 . 4 4 . 0 3 . 5 torksheet 5-Effect of Upstream Signals Mutation 1-Queue Clearance Time at Upstream Signal II Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) ✓ prog ' Iotal Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) Iycle Length, C (sec) (from Exhibit 16-11) ortion vehicles arriving on green P � ql) (q2 ) g (q) IF omputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (1,prot) V (t) V (l,prot) 1lpha beta Iravel time, t (a) (sec) moothing Factor, F roportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) uration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 computation 3-Platoon Event Periods Result 1( (2) 0 . 000 (5) 0 . 000 (dom) p (subo) Pilltrained or unconstrained? Proportion nblocked (1) (2) (3) or minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II I(1 (4) p (7) I (8) (8) p (10) (11) 1 (12) Computation 4 and 5 lirIngle-Stage Process ovement 1 4 7 8 9 10 11 12 L L L T R L T R Itc, x 319 865 310 Px 1 c, u, x ex lat, x wo-Stage Process 7 8 10 11 IIStagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) 1500 ilipu, x) I[ (r, x) (plat, x) ILorksheet 6-Impedance and Capacity Equations tep 1 : PT from Minor St . IF 9 12 Conflicting Flows 310 otential Capacity 679 I( edestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 679 Probability of Queue free St . 0 . 99 1 . 00 'tep 2 : LT from Major St. 4 1 onflicting Flows 319 I( otential Capacity 1146 edestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1146 probability of Queue free St. 1 . 00 1 . 00 aj L-Shared Prob Q free St. 0 . 99 Iplif 3 : TH from Minor St . 8 11 Conflicting Flows otential Capacity liedestrian Impedance Factor 1 . 00 1 . 00 ap . Adj . factor due to Impeding mvmnt 0 . 99 0 . 99 Movement Capacity probability of Queue free St. 1 . 00 1 . 00 Step 4 : LT from Minor St . 7 10 11 onflicting Flows 865 otential Capacity 269 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factorIr 0 . 99 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 98 ovement Capacity 268 i Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St . 8 11 Part 1 - First Stage onflicting Flows •ential Capacity estrian Impedance Factor liCap . Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. II 11art 2 - Second Stage Conflicting Flows Iotential Capacity estrian Impedance Factor Adj . factor due to Impeding mvmnt Irovement Capacity art 3 - Single Stage Conflicting Flows IIotential Capacity edestrian Impedance Factor 1 . 00 1 . 00 Cap . Adj . factor due to Impeding mvmnt 0 . 99 0 . 99 II ovement Capacity Result for 2 stage process : It Probability of Queue free St . 1 . 00 1 . 00 litep 4 : LT from Minor St . 7 10 Tart 1 - First Stage onflicting Flows otential Capacity Pedestrian Impedance Factor Iap. Adj . factor due to Impeding mvmnt ovement Capacity IFIli 2 - Second Stage licting Flows Potential Capacity Iedestrian Impedance Factor ap . Adj . factor due to Impeding mvmnt ovement Capacity cart 3 - Single Stage onflicting Flows 865 Potential Capacity 269 pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 0 . 99 aj . L, Min T Adj . Imp Factor . 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 98 ovement Capacityli 268 Results for Two-stage process : IF C t 268 Itorksheet 8-Shared Lane Calculations Iovement 7 8 9 10 11 12 L T R L T R me (vph) 9 7 ovement Capacity (vph) 268 679 hared Lane Capacity (vph) 365 Itorksheet 9-Computation of Effect of Flared Minor Street Approaches I7ovement 7 8 9 10 11 12 L T R L T R sep 268 679 olume 9 7 I e l a y Q sep It sep +1 ound (Qsep +1) I max sh 365 SUM C sep Ifact 1orksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 "Lane Config LT LR v (vph) 5 16 C (m) (vph) 1146 365 I/o 0 . 00 0 . 04 5% queue length 0 . 01 0 . 14 Control Delay 8 . 2 15 . 3 A C Pliroach Delay 15 . 3 Approach LOS C Itorksheet 11-Shared Major LT Impedance and Delay IMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 IF (il) , Volume for stream 2 or 5 545 (i2 ) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for stream 2 or 5 1700 s (12 ) , Saturation flow rate for stream 3 or 6 1700 ilp* (oj ) 0 . 99 d (M, LT) , Delay for stream 1 or 4 8 . 2 N, Number of major street through lanes 1 � (rank, l) Delay for stream 2 or 5 0 . 1 II lisk llir Il IIHCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY ilAiilyst: GC cy/Co. : a e Performed:I 12/24/2007 nalysis Time Period: AM MID PM ntersection: 66 - DAIRY AC'E. S Jurisdiction: nits : U. S . Customary nalysis Year: EX ST IOT Project ID: l'fast/West Street: SH 66 orth/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 11 Vehicle Volumes and Adjustments ajor Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 IIL T R I L T R Volume 230 23 5 295 eak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 I ourly Flow Rate, HFR 230 23 5 295 ercent Heavy Vehicles 20 Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT ream Signal? No No Minor Street: Approach Northbound Southbound ll Movement 7 8 9I 10 11 12 L T R L T R Volume 21 3 eak Hour Factor, PHFIF 1 . 00 1 . 00 curly Flow Rate, HFR 21 3 Percent Heavy Vehicles 50 25 ercent Grade (%) 0 0 1( lared Approach: Exists?/Storage No / / anes 0 0 Configuration LR Delay, Queue Length, and Level of Service Ipproach EB WB Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I lik (vph) 5 24 (m) (vph) 1214 454 v/c 0 . 00 0 . 05 I5% queue length 0 . 01 0 . 17 ontrol Delay 8 . 0 13 . 4 A B roach Delay 13 . 4 pproach LOS B I II HCS2000 : Unsignalized Intersections Release 4 . 1f I. II Phone: Fax: 14-Mail : TWO-WAY STOP CONTROL (TWSC) ANALYSIS •nalyst: GC Agency/Co. : ate Performed: 12/24/2007 I(nalysis Time Period: AM MID PM ntersection: 66 - DAIRY ACCESS Jurisdiction: I[nits : U. S . Customary nalysis Year: EX ST LT Project ID: I(ast/West Street: SH 66 orth/South Street: DAIRY ACCESS ntersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajor Street Movements 1 2 3 4 5 6 L T R L T R me 230 23 5 295 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 eak-15 Minute Volume 58 6 1 74 ourly Flow Rate, HFR 230 23 5 295 Iercent Heavy Vehicles 20 -- Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT Jpstream Signal? NoIl No likinor Street Movements 7 8 9 10 11 12 L T R L T R tolume 21 3 Peak Hour Factor, PHF 1 . 00 1 . 00 eak-15 Minute Volume 5 1 -burly Flow Rate, HFR 21 3 Percent Heavy Vehicles 50 25 dercent Grade (%) 0 0 ared Approach: Exists?/Storage No / / T Channelized? Lanes 0 0 l[onfiguration LR • Pedestrian Volumes and Adjustments lrovements 13 14 15 16 Flow (ped/hr) 0 0 0 0 ane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 LNW Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance ll Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet I2 Left-Turn Through S5 Left-Turn IFThrough gorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 hared In volume, major th vehicles : 295 hared In volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 Iat flow rate, major rt vehicles : 1700 umber of major street through lanes : 1 orksheet 4-Critical Gap and Follow-up Time Calculation IF Critical Gap Calculation g ment 1 4 7 8 9 10 11 12 L L L T R L T R (c, base) 4 . 1 7 . 1 6 . 2 (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 20 50 25 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 . 20 0 . 10 rade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0 . 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0. 00 I[ (c) 1-stage 4 . 3 6. 9 6. 4 2-stage ollow-Up Time Calculations 4ovement 1 4 7 8 9 10 11 12 L L L T R L T R lit (f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 I (HV) 20 50 25 ( f) 2 . 4 4 . 0 3 . 5 Irorksheet 5-Effect of Upstream Signals �utation 1-Queue Clearance Time at Upstream Signal II Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) • prog Total Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) Iycle Length, C (sec) from Exhibit 16-11) ortion vehicles arriving on green P 11q1) (q2) g (q) Iomputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) tllpha beta Travel time, t (a) (sec) moothing Factor, F roportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) uration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 IF3-Platoon Event Periods Result (2 ) 0 . 000 (5) 0 . 000 (dom) p (subo) tilltrained or unconstrained? Proportion lEnblocked (1) (2) (3) or minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II I (1) (4 ) p (7 ) (8) I (9) p ( 10) Ii (11) (12) Computation 4 and 5 ir7 Ingle-Stage Process ovement 1 4 7 8 9 10 11 12 L L L T R L T R 1 c, x 253 535 230 Px c, u, x • x lat, x wo-Stage Process 7 8 10 11 II ' Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) 1500 II liu, x) I (r, x) (plat, x) 7orksheet 6-Impedance and Capacity Equations I[tep 1 : RT from Minor St . 9 12 Conflicting Flows 230 otential Capacity 755 Iedestrian Impedance Factor 1 . 00 1 . 00 .iovement Capacity 755 Probability of Queue free St. 1 . 00 1 . 00 'tep 2 : LT from Major St. 4 1 onflicting Flows 253 I( otential Capacity 1214 edestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1214 robability of Queue free St.It 1 . 00 1 . 00 aj L-Shared Prob Q free St . 1 . 00 3 : TH from Minor St . 8 11 PI Conflicting Flows otential Capacity liedestrian Impedance Factor 1 . 00 1 . 00 ap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity robability of Queue free St. 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 Itonflicting Flows 535 otential Capacity 432 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 Irovement Capacity 430 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance IItep 3 : TH from Minor St . 8 11 art 1 - First Stage onflicting Flows ntial Capacity illestrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity Probability of Queue free St . 11. art 2 - Second Stage Conflicting Flows otential Capacity estrian Impedance Factor Adj . factor due to Impeding mvmnt ovement Capacity Ic art 3 - Single Stage Conflicting Flows Itotential Capacity edestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 ovement Capacity Result for 2 stage process : I( t Probability of Queue free St . 1 . 00 1 . 00 Itep 4 : LT from Minor St. 7 10 art 1 - First Stage onflicting Flows Potential Capacity Pedestrian Impedance Factor Itap. Adj . factor due to Impeding mvmnt ovement Capacity 2 - Second Stage flicting Flows Potential Capacity Iedestrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity Fart 3 - Single Stage onflicting Flows 535 Potential Capacity 432 Pedestrian Impedance Factor 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99 ovement Capacity 430 Results for Two-stage process : Ur C t 430 Iorksheet 8-Shared Lane Calculations Iovement 7 8 9 10 11 12 L T R L T R Iume (vph) 21 3 IlMovement Capacity (vph) 430 755 Shared Lane Capacity (vph) 454 torksheet 9-Computation of Effect of Flared Minor Street Approaches lrovement 7 8 9 10 11 12 L T R L T R 4 sep 430 755 olume 21 3 elay If sep sep +1 ound (Qsep +1) IF max sh 454 SUM C sep If act orksheet 10-Delay, Queue Length, and Level of Service It Movement 1 4 7 8 9 10 11 12 'lane Config LT LR v (vph) 5 24 C (m) (vph) 1214 454 I/c 0 . 00 0 . 05 5% queue length 0 . 01 0 . 17 Control Delay 8 . 0 13 . 4 A B Pliroach Delay 13 . 4 Approach LOS B IIorksheet 11-Shared Major LT Impedance and Delay ILMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 (11) , Volume for stream 2 or 5 295 1r (i2) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for stream 2 or 5 1700 s (12 ) , Saturation flow rate for stream 3 or 6 1700 + (o: ) 1 . 00 M, LT) , Delay for stream 1 or 4 8 . 0 N, Number of major street through lanes 1 �(rank, l) Delay for stream 2 or 5 0 . 0 is IIHCS2000 : Unsignalized Intersections Release 4 . 1f TWO-WAY STOP CONTROL SUMMARY lyst: GC cy/Co. : ate Performed: 12/24/2007 I( nalysis Time Period: AM MID PM ntersection: 66 DAIRY ACCESS Jurisdiction: ILnits : U. S . Customary nalysis Year : EX ST LT Project ID: ast/West Street: SH 66 orth/South Street: DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 I Vehicle Volumes and Adjustments ajor Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 II L T R I L T R Volume 650 3 1 430 eak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 I( ourly Flow Rate, HFR 650 3 1 430 ercent Heavy Vehicles 20 Median Type/Storage Undivided / T Channelized? No anes 1 1 0 1 Configuration T R LT ream Signal? No No Minor Street: Approach Northbound Southbound I Movement 7 8 9I 10 11 12 L T R L T R Volume 13 7 teak Hour Factor, PHF 1 . 00 1 . 00 ourly Flow Rate, HFR 13 7 Percent Heavy Vehicles 50 25 Percent Grade (%) 0 0 lared Approach: Exists?/Storage No / / Lanes 0 0 Configuration LR I- Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound ovement 1 4 17 8 9 I 10 11 12 Lane Config LT I LR I v (vph) 1 20 C (m) (vph) 854 242 v/c 0. 00 0 . 08 95% queue length 0 . 00 0 . 27 ontrol Delay 9 . 2 21 . 2 A C roach Delay 21 . 2 pproach LOS C I II HCS2000 : Unsignalized Intersections Release 4 . 1f • II hone: Fax : II-Mail: TWO-WAY STOP CONTROL (TWSC) ANALYSIS 1nalyst: GC Agency/Co. : irate Performed: 12/24/2007 nalysis Time Period: AM MID PM Intersection: 66 - DAIRY ACCESS Jurisdiction: nits : U. S. Customary Analysis Year: EX ST LT Project ID: 'fast/West Street : SH 66 orth/South Street : DAIRY ACCESS Intersection Orientation: EW Study period (hrs) : 0 . 25 ILVehicle Volumes and Adjustments ajor Street Movements 1 2 3 4 5 6 L T R L T R me 650 3 1 430 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume�-I 162 1 0 108 ourly Flow Rate, HFR 650 3 1 430 Percent Heavy Vehicles -- -- 20 -- -- Median Type/Storage Undivided / IIRT Channelized? No Lanes 1 1 0 1 Configuration T R LT Mpstream Signal? No No inor Street Movements 7 8 9 10 11 12 L T R L T R Volume 13 7 Peak Hour Factor, PHF 1 . 00 1 . 00 Peak-15 Minute VolumeIIH 3 2 ourly Flow Rate, HFR 13 7 Percent Heavy Vehicles 50 25 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / RT Channelized? Lanes 0 0 Configuration LR "• Pedestrian Volumes and Adjustments Movements 13 14 15 16 'Flow (ped/hr) 0 0 0 0 llane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 alking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 Percent Blockage 0 0 0 0 P� Upstream Signal Data III Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet 1[2 Left-Turn Through S5 Left-Turn IFThrough orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles IIMovement 2 Movement 5 'hared ln volume, major th vehicles : 430 hared ln volume, major rt vehicles : 0 Sat flow rate, major th vehicles : 1700 IIat flow rate, major rt vehicles : 1700 umber of major street through lanes : 1 orksheet 4-Critical Gap and Follow-up Time Calculation IF Critical Gap Calculation lament 1 4 7 8 9 10 11 12 L L L T R L T R 1( (c, base) 4 . 1 7 . 1 6 . 2 (c, hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 (hv) 20 50 25 t (c, g) 0 . 20 0 . 20 0 . 10 0 . 20 0 . 20 0 . 10 rade/100 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 (3, 1t) 0 . 00 0 . 70 0 . 00 t (c, T) : 1-stage 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2-stage 0 . 00 0 . 00 1 . 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00 I[ (c) 1-stage 4 . 3 6 . 9 6 . 4 2-stage ILollow-Up Time Calculations ovement 1 4 7 8 9 10 11 12 L L L T R L T R I[ ( f, base) 2 . 20 3 . 50 3 . 30 t (f, HV) 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 I (HV) 20 50 25 (f) 2 . 4 4 . 0 3 . 5 orksheet 5-Effect of Upstream Signals it eutation 1-Queue Clearance Time at Upstream Signal II Movement 2 Movement 5 V (t) V (l, prot) V (t) V (l, prot) • prog 1. otal Saturation Flow Rate, s (vph) rrival Type Effective Green, g (sec) ,ycle Length, C (sec) from Exhibit 16-11)pilliortion vehicles arriving on green P ql) 5 (q2 ) g (g) computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V (t) • V (l, prot) V (t) V (l,prot) 1lpha beta ravel time, t (a) (sec) Irmoothing Factor, F roportion of conflicting flow, f Max platooned flow, V (c,max) in platooned flow, V (c,min) uration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 IFomputation 3-Platoon Event Periods Result IF (2 ) 0 . 000 (5) 0 . 000 (dom) p (subo) trained or unconstrained? PP Proportion nblocked ( 1) (2) (3) or minor Single-stage Two-Stage Process ovements, p (x) Process Stage I Stage II 11 (1) (4) p (7) (8) 1 (9) p (l0) i11) 12) Computation 4 and 5 Ingle-Stage Process govement 1 4 7 8 9 10 11 12 L L L T R L T R 1 c, x 653 1082 650 Px c, u, x ii x � lat, x wo-Stage Process 7 8 10 11 IIStagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 I V (c, x) , x) 1500 u, x) r, x) (plat, x) ILorksheet 6-Impedance and Capacity Equations R■Iitep 1 : RT from Minor St. 9 12 Conflicting Flows 650 potential Capacity 431 IIedestrian Impedance Factor 1 . 00 1 . 00 ovement Capacity 431 Probability of Queue free St. 0 . 98 1 . 00 "tep 2 : LT from Major St. 4 1 Ionflicting Flows 653 otential Capacity 854 edestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 854 robability of Queue free St . 1 . 00 1 . 00 aj L-Shared Prob Q free St . 1 . 00 3 : TH from Minor St. 8 11 111 Conflicting Flows otential Capacity edestrian Impedance Factor 1 . 00 1 . 00 ap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 Movement Capacity probability of Queue free St . 1 . 00 1 . 00 Step 4 : LT from Minor St. 7 10 ikonflicting Flows 1082 otential Capacity 196 Pedestrian Impedance Factor 1 . 00 1 . 07 aj . L, Min T Impedance factorli 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 98 Iliovement Capacity 196 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage flicting Flows 'Fart Capacity Pie Impedance Factor ,Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . It2 - Second Stage Conflicting Flows Iotential Capacity strian Impedance Factor Adj . factor due to Impeding mvmnt ovement Capacity Ill[ art 3 - Single Stage conflicting Flows otential Capacity edestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00 ovement Capacity Ir Result for 2 stage process : Ut Probability of Queue free St . 1 . 00 1 . 00 ILtep 4 : LT from Minor St. 7 10 cpart 1 - First Stage onflicting Flows Potential Capacity Pedestrian Impedance Factor ILap. Adj . factor due to Impeding mvmnt ovement Capacity 2 - Second Stage flicting Flows Potential Capacity !!Pedestrian Impedance Factor ap. Adj . factor due to Impeding mvmnt ovement Capacity Part 3 - Single Stage onflicting Flows 1082 Potential Capacity 196 Pedestrian Impedance Factor r 1 . 00 1 . 00 aj . L, Min T Impedance factor 1 . 00 aj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 1 . ( 0 0 . 98 ovement Capacitylim 19fi Results for Two-stage process : 'a y C t 196 .orksheet 8-Shared Lane Calculations "Movement 7 8 9 10 11 12 L T R L T R time (vph) 13 7 Movement Capacity (vph) 196 431 Shared Lane Capacity (vph) 242 I Idorksheet 9-Computation of Effect of Flared Minor Street Approaches Irovement 7 8 9 10 11 12 IDL T R L T R p[ sep 196 431 olume 13 7 elay I( sep sep +1 ound (Qsep +1) II max sh 242 SUM C sep IF act IICorksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 'lane Config LT LR v (vph) 1 20 C (m) (vph) 854 242 1/c 0 . 00 0 . 08 5% queue length 0 . 00 0 . 27 Control Delay 9 . 2 21 . 2 A C roach Delay 21 . 2 Approach LOS C IIorksheet 11-Shared Major LT Impedance and Delay liMovement 2 Movement 5 p (oj ) 1 . 00 1 . 00 i (il) , Volume for stream 2 or 5 430 IIJ (i2) , Volume for stream 3 or 6 0 s ( ii) , Saturation flow rate for stream 2 or 5 1700 s (i2) , Saturation flow rate for s _ream 3 or 6 1700 IL,« (o1 ) 1 . 00 (M, LT) , Delay for stream 1 or 4 9 . 2 N, Number of major street through lanes 1 ir (rank, l) Delay for stream 2 or 5 0 . 0 I I. I I Hello