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Home My WebLink About20060508.tiff r Traffic Impact Study RIDGEVIEW FARMS Weld County, Colorado d pol swa Rom fak .. �- 2006-0508 Eugene G. Coppola, P.E. P.O. Box 260027 Littleton, CO 80163 303-792-2450 Traffic Impact Study RIDGEVIEW FARMS Weld County, Colorado Prepared For: Casseday Creative Designs 55 South Elm Street #210 Eaton, CO 80615 — r^ Prepared By: Eugene G. Coppola, P.E. P. O. Box 260027 \;;,,a Littleton, CO 80163 .v. E G OR E 303-792-2450w 'E•� T a' J P c • 45 w;*_ September 12, 2005 m • s O op cotO Table of Contents I. INTRODUCTION 1 II. EXISTING CONDITIONS 3 A). Existing Road Network 3 B). Existing Traffic Conditions 3 III. FUTURE TRAFFIC CONDITIONS 7 A). Agency Discussions 7 B). Development Assumptions 8 C). Site Traffic 8 D). Trip Distribution 10 E). Future Traffic 10 F). Future Roadway System 15 IV. TRAFFIC IMPACTS 15 A). Auxiliary Lanes and Traffic Controls 18 B). Short-Term 19 C). Long-Term 19 V. CONCLUSIONS 21 . 3/41 e"•., POI List of Figures Figure 1 Vicinity Map 2 Figure 2 Current Roadway Geometry 4 Figure 3 Recent Traffic 5 Figure 4 Concept Plan 9 Figure 5 Site Traffic Distribution 11 Figure 6 Peak Hour Site Traffic 12 Figure 7 Short-Term Background Traffic 13 Figure 8 Short-Term Total Traffic 14 Figure 9 Long-Term Background Traffic 16 Figure 10 Long-Term Total Traffic 17 Figure 11 Short-Term Roadway Geometry 20 _ .. I. INTRODUCTION Ridgeview Farms is a development consisting of single family residences. As cur- rently proposed, it will have 24 single family dwellings when fully built. The project will commence as soon as practical with about 3 years required to build out. The site is generally located in the southwest corner of the State Highway 392 (SH 392) -Weld County Road 35 (CR 35) intersection in Weld County, Colorado. A vicinity map is presented on Figure 1. This traffic impact study assesses the planned development. It contains the investi- - gations 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. — • Evaluate current traffic operations to establish baseline conditions. • Determine site generated traffic volumes and distribute this traffic to the nearby street system. • Estimate roadway traffic volumes for both short- and long-term conditions. • Evaluate traffic operations with Ridgeview Farms fully built and occupied. • Identify areas of potential deficiencies. — • Recommend measures to mitigate the impact of site generated traffic as ap- propriate. - j C it - i I 70 31] _ 351 85' 39 331 ;392}� ucerne 88 SITE `7 41 f ai Greeley — 88 �'�.a•I. 8t 89 0 mi 0.5 1 1.5 2 omsa Copyighl O1988-2004 Microsoft Corp.end/or its suppliers.All rights reserved.hup./twww.microsoft corn/streets/ — Figure 1 2 VICINITY MAP II. EXISTING CONDITIONS A). Existing Road Network The site is located along the south side of SH 392 just west of CR 35. Both roadways — abut the site. — SH 392 is an east-west roadway having local and regional significance. It is a two lane roadway through the study area with a posted speed limit of 55 miles per hour. CR 35 extends north and south of SH 392. It is a two lane roadway. Current traffic using CR 35 consists of primarily residential traffic commuting to and from Greeley. The intersection of SH 392 and CR 35 is under stop sign control with CR 35 required to stop. U.S. 85 is another north-south roadway located to the east of the site. CDOT controls SH 392 with Weld County controlling CR 35. Existing roadway geometry is shown on Figure 2. B). Existing Traffic Conditions Morning and afternoon peak hour traffic counts were conducted at the SH 392 — CR 35 intersection as part of this study. Counts are shown on Figure 3 for both peak hour periods with count sheets provided in Appendix A. 3 — — in to" lr a nor SH 392 - + Y - - 1 1 - - Figure 2 4 CURRENT ROADWAY GEOMETRY 2 M U CNN o It— 2/7 I�I F 210/251 4500 y 14/13 SH 392 8/26 256/229 1 4/15 N N O O r a LEGEND: AM/PM Peak Hour Daily Figure 3 5 CURRENT TRAFFIC The SH 392 — CR 35 intersection was evaluated using current traffic loadings and roadway geometry. For evaluation purposes, desirable operations are defined as level-of-service "D" or better under peak hour conditions for traffic signal controlled locations. At stop sign controlled intersections, level-of-service "E/F" is considered acceptable for critical left turn movements. 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 expected. Both peak hour periods were analyzed using capacity analysis procedures resulting in the operating levels-of-service (LOS) indicated in the following table. As shown, all traffic movements operate at level-of- - service "C" or better during both peak hour periods. These levels are very accept- able. _ CURRENT OPERATING CONDITIONS Movement/ Level of Service Intersection Control Direction AM Pk Hr. PM Pk Hr. SH 392 - CR 35 Stop EB LT/TH/RT A A WB LT/TH/RT A A NB LT/TH/RT B C SB LT/TH/RT B C Capacity analyses work sheets are available in Appendix B. C. Surrounding Land Uses Ridgeview Farms will be constructed on ground that is undeveloped. For the most — part, the site is surrounded by mostly undeveloped land with pockets of residential development. The site is restricted by major ditches along the west and northeast sides. 6 III. FUTURE TRAFFIC CONDITIONS A).Agency Discussions At the onset of this study, a discussion was held with Peter Schei representing the Weld County. The discussion focused on the contents, assumptions and evaluations contained in this study. Key items are identified below. 1. It was agreed that the SH 392 — CR 35 and the site access intersection with CR 35 need to be evaluated. 2. An assessment of conditions at build-out of Ridgeview Farms and the theoreti- - cal long-term time frame should be investigated. 3. Auxiliary lane needs at both study intersections should be addressed. 4. Regional traffic growth on CR 35 was discussed in depth. It was determined that broad based County estimates were much too high for this area. Pending further investigation, it was conceded that annual growth of no more than 5% might be reasonable; however, additional investigation is appropriate to better estimate future traffic. — 5. The distribution of site traffic was discussed and agreed upon. It was deter- mined that distributions of 40% to the west, 45% to the south, 5% to the north, and 10% to the east are reasonable. 6. There are no planned improvements to the area street system. 7 B).Development Assumptions '— The current development schedule anticipates ground breaking as soon as practical with the Ridgeview Farms being built over a two — three year period. This would '— indicate a short-term horizon corresponding to the year 2008. Site access will be provided by a single access to CR 35, however additional access might be needed for emergency purposes. A concept plan for Ridgeview Farms is presented in Figure 4. C). Site Traffic Site generated traffic was estimated using the generation rates and procedures — consistent with those presented in "Trip Generation, Seventh Edition". It is published by the Institute of Transportation Engineers (ITE) and is nationally recognized. Daily AM Pk Hr PM Pk Hr _. Use Size Rate Trips Rate In Out Rate In Out Single Family 24 D.U. 9.57 230 0.75 4 14 1.01 15 9 As indicated above, Ridgeview Farms residential area will generate 18 morning peak hour trips, 24 afternoon peak hour trips and 230 trips per day at build-out. These trips are considered very minor. 8 .-, .-N Z — a a I ^9�Mr�P+reSYPMP3WDJ :W�-rn+Phtl " 7 8 dEYd airs zeeAithOa3�s.mom P, ti °` y ry IM co w �Id tP4a)IS ana Rand NaMaappr ."" tL ( JTI'�3 mauaBPR[ m*erac.pc.p�a ;g 0? Z li0 .... / / V / ,, SC OVOa AINf100 Ol M IL'Z59Z orno) li 3.00.00.00s ♦r'LI/— _ — ,11'SSS a / 1 91'L9B IN � �I 5 ,, A 9 y JJ y e';l �, y r // / 1 kw , 4 I� _ 1 �� .1 \ FBF j ) ./ u vl ,a � _ d ,� op IR — off' ^ �1 �. ----. 0z \ ,�e►��\ 95 a in 3� vii r.l�ll U 1 0 e 1 1 1 GI maim K+fto.,, ` �� } I l`- +gyp' ��i _ tb qri sa % � '� a1 �1 9 ' _ -------- -A-�-= _ _ oS 1 £„ I la P : I w • N r P1 - M O ' . U a 1 I gR4rie Iss 2 o IcR tilt g e-Y IIIM ljn r” is b I ... I RI - 1 ^ I f it :4I ol me rs D). Trip Distribution Trip distribution is a function of the origin and destination of site users, their working and shopping patterns and the available roadway system. In this case, major work, shopping and recreational areas are situated to the south and west of Ridgeview Farms. The estimated directional distribution of site traffic is indicated on Figure 5. Over time, some shifting of directional demands is expected; however, these changes are not expected to be significant. Site traffic related to this development is presented on Figure 6. E). Future Traffic Background traffic corresponding to the short-term (2008) was developed. The CDOT published growth rate was applied to SH 392 with 2'h% annual growth used for CR 35. The growth rate for CR 35 is considered conservative (high) given growth ex- - pected on U.S. 85 (a nearby major north-south street) and North Front Range Re- gional Transportation Plan projections for long-term traffic on CR 35. Realistically, lower growth appears more reasonable but the higher growth rate was used to con- duct a conservative evaluation. Short-term background traffic is shown on Figure 7. Total traffic consistent with the short-term time frame is shown on Figure 8. By defini- tion, total traffic is the combination of site traffic and background traffic. 10 2 M U • to 40% 10% SH 392 Access In — u> Figure 5 11 SITE TRAFFIC DISTRIBUTION e-.. in - O _ 90 1 ic 0/2 25 T SH 392 2/6 -- 4 1 Ter o o rn — N/I Access 8/5 1) 6/4- - O LEGEND: AM/PM Peak Hour Daily Figure 6 12 PEAK HOUR SITE TRAFFIC M U cc ° ' 5/10 O In o 0.1 "' I— 215/260 1 15/15 SH 392 10/30-1 _ 265/235—► � o 5/15 n r N O O N CO LEGEND: AM/PM Peak Hour Daily Figure 7 NOTE Rounded to nearest 5 vehicles. SHORT-TERM BACKGROUND TRAFFIC 13 c 2 .. U cc LO (° 5/10 oLO O- N in r 215/260 1 X15/15 SH 392 10/30 _ o 265/235-0 O 5/20— N O LUo � r .� 1 Access 10/5—} c 1 5/5 v m ED O M co LEGEND: AM/PM Peak Hour Daily NOTE: Rounded to nearest 5 vehicles. Figure 8 14 SHORT-TERM TOTAL TRAFFIC Long-term background traffic was developed for conditions consistent with the widely accepted 20 year planning horizon. Background traffic is presented on Figure 9 with long-term total traffic shown on Figure 10. This reflects conditions some 20 years in the future which is well beyond build out of Ridgeview Farms. F). Future Roadway System The future roadway system was estimated for both short- and long-term evaluation years. The assumed roadway improvements are described below. Short-term No improvements. Long-term No improvements. — Site specific improvements related to the development of Ridgeview Farms will be determined in the following sections of this report. IV.TRAFFIC IMPACTS In order to assess operating conditions with Ridgeview Farms fully developed, high- way capacity analysis procedures were utilized at each key intersection. These are: — 1) the SH 392 — CR 35 intersection and 2) the site access — CR 35 intersection. Analyses were undertaken for both short- and long-term conditions. At the onset of these undertakings, traffic volumes were reviewed at each location to identify the need for auxiliary lanes. Findings are indicated in the following section. 15 -0"•%, _ N M U o In 0 N rn 5/10 in in o (NI 4— 265/315 4 - 20/20 SH 392 10/40 325/290—11 Oin 5/25 u� rr M a a co co a a LEGEND: AM/PM Peak Hour Daily Figure 9 NOTE: Rounded to nearest 5 vehicles. LONG-TERM BACKGROUND TRAFFIC 16 'a' M re � U O N -� N ° X5/10 in IO N N r 4— 265/315 c- 20/20 SH 392 10/40 t 1 325/290-P N o in 5/30 o N O M O M a CD r I:15 CD A) 1, Access 10/5 t 5/5 L o n O 10 N O C) LEGEND: AM/PM Peak Hour Daily NOTE: Rounded to nearest 5 vehicles. Figure 10 LONG-TERM TOTAL TRAFFIC 17 2 A).Auxiliary Lanes and Traffic Controls Future peak hour traffic was reviewed at the above identified intersections. The review focused on traffic movements significantly impacted by site traffic as histori- - cally defined by CDOT. This review was conducted using CDOT Access Code criteria for R A roadways along SH 392, NR A roadway criteria along CR 35, and 55 mile per hour speed limits on both roadways. For clarity, CDOT Access Code criteria for these roadways are stated below: 1 . A left turn lane is required for any access with a projected peak hour left in- - gress turning volume greater than 10 vehicles per hour. 2. A right turn lane is required for any access with a projected peak hour right in- gress turning volume greater than 25 vehicles per hour. 3. A right turn acceleration lane is required when the right turning volume is greater than 50 vehicles per hour. 4. A left turn acceleration lane is generally not required except as may be deter- - mined by subsection 3.5. Subsection 3.5 addresses conditions having high traffic density, inadequate sight distance, and other such unique conditions. It was determined that these criteria do not apply at this location. Based on the above criteria the following site related auxiliary lane improvements are needed in the indicated time frame. Short-term No auxiliary lanes needed. Long-term No auxiliary lanes needed. Given the above determinations no auxiliary lane improvements are assumed through the long-term time frame. 18 r"-. B). Short-Term To assess short-term operations, capacity analyses were conducted at key intersec- - tions. These analyses utilized the traffic shown on Figure 8 (reflecting buildout) and the short-term roadway system as illustrated on Figure 11. SHORT-TERM OPERATING CONDITIONS WITH PROJECT Movement/ Level of Service Intersection Control Direction AM Pk Hr. PM Pk Hr. SH 392 - CR 35 Stop EB LT/TH/RT A A WB LT/TH/RT A A NB LT/TH/RT B C SB LT/TH/RT B C CR 35 — Access Stop EB LT/RT A A NB LT/TH A A As indicated above, all traffic movements and intersections are expected to operate very acceptably. Capacity work sheets are presented in Appendix C. C). Long-Term The traffic volume projections shown on Figure 10 and the roadway geometry shown on Figure 11 were utilized to assess long-term conditions. This reflects retention of the short-term geometry through the long-term. Resultant levels-of-service are indi- - cated below. r-. 19 •� .at\ _ N M CC SH 392 Y Access LO Figure 11 SHORT-TERM ROADWAY GEOMETRY 20 LONG-TERM OPERATING CONDITIONS WITH PROJECT Movement/ Level of Service Intersection Control Direction AM Pk Hr. PM Pk Hr. SH 392 - CR 35 Stop EB LT/TH/RT A A WB LT/TH/RT A A NB LT/TH/RT C D SB LT/TH/RT C C CR 35 — Access Stop EB LT/RT A A NB LT/TH A A As shown above, the existing and planned roadway system will provide very accept- able operating conditions for the foreseeable future. Capacity work sheets are pro- _ vided in Appendix D. V. CONCLUSIONS Based on the analyses and investigations described above, the following can be concluded: • Current operating conditions are acceptable in the area of the proposed devel- - opment. • The residential component of Ridgeview Farms will add 18 morning peak hour trips, 24 afternoon peak hour trips, and 230 trips per day with full build out and occupancy. These trips are minor and can be easily managed. • No auxiliary lanes or other improvements are needed to serve this develop- - ment. 21 • Acceptable operating conditions will be realized with the existing roadway sys- tem plus the site access in the short-term. In the long-term, operating condi- - tions will remain acceptable with the same geometry and traffic controls. • Site generated traffic can be easily absorbed and accommodated by the exist- ing street system. This added traffic will not adversely impact short- or long- term operations on area streets. In summary, the existing roadway system can easily absorb and accommodate traffic associated with build out of Ridgeview Farms. Consequently, acceptable operating conditions are expected in the vicinity of this site for the foreseeable future. — �— 22 APPENDIX A tD N O) N) W V tD N el Q t- vet co 0— Q Ni0 NID .rO r5j U) 1040v CO OVrr , N 1 -- CD U > .- c or C.o) a a13. O ^ DO) cocon Ca O r 4- N N M N a) V co U F- N N N C N co M J 2 W N V II) .R. W C N V N O DI 4t CD Oi MOD N A N cD 1- 1jr3 to O Y1 to t0 C l+) t7 44' N • K? V t0 N W. I+ to N • co p co O U) CC L -0 Q' o o o N o o N C4'. o o N N N O M I a A 0 — Z O V n �n a V 04 co M 4,4 CD a C C LC) LC)C) CO CO in co V N O `V C In j — N J CO CO V V V' M in N "It: M CCU V V Ln M to �.:. W O pcl 2 : : : : : : _ N ^p VtD1� CWD tWDC^OC»D Ny To o V: M V V CO .-- to r �. LI o d O y V V N 1� O Cn c N CO O CO CO N V r N: V ,.&.,- Ln N V V V N (V Q LC) In LC) LC) CO LC) V N LLI Ce J M r r M 0 CO ,- CO CO N CO In N- O) V' CO N lA•l Q - M - L _ 3 Cr "" M a2 CD0 O N co O) tea (n O V W CO N In V N O N Z N or cc, N N N N r Or N C") no 1n in N in < N y U) O co C JQa`9 N N ti D) W O N- V Co co co W V CO ti M C) CO: co I.W. O r r C4 r r r r O N r r N r r [V A 0• W "O dt V co N in .- t0 N W' N r N CO Q0 N r �+ C 0 a N L co co .M-- .I�- N- co O Y2' Lr) O O r o fV-: E _c 4{T N N tD: = J O (n J O r 4- LC) CO r O N A V O r O r N N LO to II _J co .tt M in �O W A CO fi t` r W N: C7 0 N N N M M N N et) c0 O O W y Q''- N .- N .- .- •- 0 CO CON O N V CV coN d o c — s 2a - T A CD N O N L Cr) In LO In N- V CO LC) V N: W .N- N CO CO N CV N. CL. co o) _ t N ^ CI % O p M J N O O r- N V or co r- M — V u, c) r- N V m c cn W • = -j d • C y = o In O In O N O In o LL O N O N O to O In R LL w 2 E • o r M v o .- r) v co co r th v co .- a> v In O a I w 0 0 0 0 0 0 0 0 o a 0 0 0 0 0 0 0 0 v a w n 4 APPENDIX B HCS2000 : Unsignalized Intersections Release 4 . 1d TWO-WAY STOP CONTROL SUMMARY --- zalyst : 10GC _ cigency/Co . : Date Performed: 96/2005 Analysis Time Period: AM PM Intersection: 2 - 35 — Jurisdiction: Units : U. S . Customar \ Analysis Year: EX ST LT TOT — Project ID: East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 . 25 — Vehicle Volumes and Adjustments Major Street : Approach Eastbound Westbound — Movement 1 2 3 4 5 6 L T R I L T R — Volume 8 256 4 14 210 2 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 8 256 4 14 210 2 Percent Heavy Vehicles 2 -- -- 2 -- -- - Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 — configuration LTR LTR pstream Signal? No No Minor Street : Approach Northbound Southbound — Movement 7 8 9 I 10 11 12 L T R I L T R — Volume 3 22 6 7 50 16 Peak Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 3 22 6 7 50 16 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 — Configuration LTR LTR — Delay, Queue Length, and Level of Service Approach EB WE Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 8 14 31 73 C (m) (vph) 1358 1304 487 502 —. v/c 0 . 01 0 . 01 0 . 06 0 . 15 95% queue length 0 . 02 0 . 03 0 .20 0 . 51 ^''ontrol Delay 7 . 7 7 . 8 12 . 9 13 . 4 ,OS A A B B — Approach Delay 12 . 9 13 .4 Approach LOS B B - r• n HCS2000 : Unsignalized Intersections Release 4 . 1d .- Phone : Fax: E-Mail : TWO-WAY STOP CONTROL (TWSC) ANALYSIS Analyst : 10GC Agency/Co. : — Date Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: 392 - 35 ._ Jurisdiction: Units : U. S . Customary Analysis Year: EX ST LT TOT Project ID: ▪ East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 8 256 4 14 210 2 Peak-Hour Factor, PHF 1 . 03 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume 2 64 1 4 52 0 Hourly Flow Rate, HFR 8 256 4 14 210 2 Percent Heavy Vehicles 2 - - -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR — Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 — L T R L T R Volume 3 22 6 7 50 16 Peak Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 — Peak-15 Minute Volume 1 6 2 2 12 4 Hourly Flow Rate, HFR 3 22 6 7 50 16 Percent Heavy Vehicles 2 2 2 2 2 2 -- Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / RT Channelized? Lanes 0 1 0 0 1 0 — Configuration LTR LTR - Pedestrian Volumes and Adjustments__ Movements 13 14 15 16 • Flow (ped/hr) 0 0 0 0 11 r) r') 4 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 E ___ __T_ Upstream Signal Data j Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet il S2 Left-Turn Through S5 Left-Turn '# Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 1.7 Shared In volume, major th vehicles: 256 210 Shared In volume, major rt vehicles: 4 2 Sat flow rate, major th vehicles : 1700 1700 r! Sat flow rate, major rt vehicles : 1700 1700 Number of major street through lanes: 1 1 7 t : Worksheet 4-Critical Gap and Follow-up Time Calculation - iopqritical Gap Calculation Y �� 1 " `ovement 1 4 7 8 9 10 11 12 L L L T R L T R I.. t (c,base) 4 . 1 4 . 1 7. 1 6 .5 6 .2 7. 1 6 . 5 6 .2 t(c,hv) 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1 .00 P(hv) 2 2 2 2 2 2 2 2 T. 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. 00 0 .00 0 .00 0 .00 0. 00 0 .00 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 L t (c) 1-stage 4 . 1 4 . 1 7 .1 6 .5 6 .2 7 . 1 6 .5 6.2 2-stage IFollow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R 1.7 . t (f,base) 2 .20 2 . 20 3 . 50 4 . 00 3 .30 3. 50 4. 00 3 .30 t (f,HV) 0. 90 0 . 90 0. 90 0. 90 0. 90 0. 90 0. 90 0.90 rP (HV) 2 2 2 2 2 2 2 2 I t (f) 2 .2 2 .2 3 . 5 4 . 0 3 .3 3 . 5 4 . 0 3 .3 1.7 �Wor_ksheet 5-Effect of Upstream Signals computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 tl V(t) V(1,prot) V(t) V(1,prot) r V prog C. Total Saturation Flow Rate, s (vph) Arrival Type im Effective Green, g (sec) Cycle Length, C (sec) (from Exhibit 16-11) proportion vehicles arriving on green P E] g(q1) g(q2) g (q) : r7 Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 r V(t) V(l,prot) V(t) V(l,prot) alpha beta I L f i Travel time, t (a) (sec) 1 Smoothing Factor, F Proportion of conflicting flow, f El Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t (p) Proportion time blocked, p 0. 000 0. 000 r7 Computation 3-Platoon Event Periods Result f, p(2)----- 0. 000 p(5) 0. 000 - p (dom) (subo) ,I nstrained or unconstrained? a " Proportion unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I Stage II '4 p (1) p (4) p (7) r-; p (8) p (9) p (10) r4p (11) p(12) Computation 4 and 5 14 s Single-Stage Process . Movement 1 4 7 8 9 10 11 12 L L L T R L T R r7V c,x 212 260 546 514 258 527 515 211 s Px f: VV c,u,x 1 ' r,x I C Two-Stage Process 7 8 10 11 17 l.1 Stagel Staye2 Stagel Stage2 Stagel S. age2 Stagel Stage2 rV(c,x) R ' s 1500 1500 1500 1500 reNx) a (c,u,x) C (r,x) C (plat,x) r '''' Worksheet 6-Impedance and Capacity Equations rStep 1 : RT from Minor St . 9 12 EE Conflicting Flows 258 211 r Potential Capacity 781 829 Pedestrian Impedance Factor 1. 00 1. 00 Movement Capacity 781 829 rProbability of Queue free St . 0 . 99 0. 98 fi�rr++ Step 2 : LT from Major St . 4 1 E Conflicting Flows 260 212 �„, Potential Capacity 1304 1358 Pedestrian Impedance Factor 1 . 00 1 . 00 r Movement Capacity 1304 1358 Probability of Queue free St . 0 . 99 0 . 99 Maj L-Shared Prob Q free St . 0 . 99 0 . 99 rE �� /� 4 Z step 3 : TH from Minor St . 8 11 C� Conflicting Flows 514 515 r Potential Capacity 464 464 Li Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 98 rMovement Capacity 455 455 Probability of Queue free St . 0 . 95 0 . 89 r�1 Step 4 : LT from Minor St . 7 10 E+ — Conflicting Flows 546 527 Potential Capacity 448 462 Pedestrian Impedance Factor 1 . 00 1. 00 r Maj . L, Min T Impedance factor 0 . 87 0. 93 Maj . L, Min T Adj . Imp Factor. 0 . 90 0. 95 Cap. Adj . factor due to Impeding mvmnt 0 . 89 0. 94 rMovement Capacity 397 435 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance I. r Step 3 : TH from Minor St. 8 11 Part 1 - First Stage e+Gonflicting Flows otential Capacity !, Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . n fl Part 2 - Second Stage Conflicting Flows 4 ' Potential Capacity destrian Impedance Factor ..ap. Adj . factor due to Impeding mvmnt , 41 Movement Capacity Part 3 Single Stage rConflicting Flows 514 515 Potential Capacity 464 464 Pedestrian Impedance Factor 1. 00 1 .00 Cap. Adj . factor due to Impeding mvmnt 0 .98 0 . 98 rMovement Capacity 455 455 Result for 2 stage process: a r y C t 455 455 rProbability of Queue free St . 0 . 95 0 . 89 Step 4 : LT from Minor St. 7 10 rPart 1 - First Stage Conflicting Flows Potential Capacity � Pedestrian Impedance Factor L Cap. Adj . factor due to Impeding mvmnt - Movement Capacity 1 /�f pa rt 2 - Second Stage • Conflicting Flows Potential Capacity Pedestrian Impedance Factor U Cap. Adj . factor due to Impeding mvmnt Movement Capacity rPart 3 - Single Stage Conflicting Flows 546 527 Potential Capacity 448 462 • Pedestrian Impedance Factor 1 . 00 1. 00 t Maj . L, Min T Impedance factor 0 . 87 0. 93 Maj . L, Min T Adj . Imp Factor. 0 . 90 0 . 95 � Cap. Adj . factor due to Impeding mvmnt 0. 89 0 . 94 4 ' Movement Capacity 397 435 Results for Two-stage process: a ▪ y C t 397 435 Worksheet 8-Shared Lane Calculations rMovement 7 8 9 10 11 12 F w - L T R L T R r Volume (vph) 3 22 6 7 50 16 Movement Capacity (vph) 397 455 781 435 455 829 Shared Lane Capacity (vph) 487 502 r i] n n , Worksheet 9-Computation of Effect of Flared Minor Street Approaches rlMovement — — --- 7 8 9 10 11 12 L T R L T R I } C sep ---^ 397 455 781 435 455 829 Volume 3 22 6 7 50 16 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 487 502 SUM C sep i r n C act I ! [7 I Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 It: Lane Config LTR LTR LTR LTR v (vph) 8 14 31 73 17 C(m) (vph) 1358 1304 487 502 IC ) 0 . 01 0 . 01 0. 06 0. 15 - 95% queue length 0. 02 0 . 03 0.20 0.51 /ctontrol Delay 7. 7 7 . 8 12 .9 13 .4 f. P 'JS A A B B Approach Delay 12 .9 13 .4 I Approach LOS B B 1! , Worksheet 11-Shared Major LT Impedance and Delay 1 ril Movement 2 Movement 5 -- v(il) , Volume for stream 2 or 5 256 210 v(i2) , Volume for stream 3 or 6 4 2 s (11) , Saturation flow rate for stream 2 or 5 1700 1700 [I, s (i2) , Saturation flow rate for stream 3 or 6 1700 1700 P* (oj ) 0 .99 0 .99 d(M,LT) , Delay for stream 1 or 4 7.7 7 .8 N, Number of major street through lanes 1 1 E: d(rank, l) Delay for stream 2 or 5 0. 1 0. 1 I t fl fl • ilHCS2000 : Un"5ignalized Intersections Relea3e 4 . 1d __ __TWO-WAY STOP CONTROL SUMMARY _ palyst : 10GC p� „gency/Co. : if Date Performed: 9/6/200��n,, I [,,, Analysis Time Period: AM 9✓Intersection: 392 - 3 r E1 Jurisdiction: 4: Units: U. S . Customar Analysis Year: E ST LT TOT rProject ID: East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 U Vehicle Volumes and Adjustments _ Major Street: Approach Eastbound Westbound r Movement 1 2 3 I 4 5 6 L T R L T R Volume 26 229 15 13 251 7 ! r Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1. 00 1 . 00 Hourly Flow Rate, HFR 26 229 15 13 251 7 I Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 i e onfiguration LTR LTR stream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9 I 10 11 12 U L T R I L T R rVolume 10 112 11 5 62 12 Peak Hour Factor, PHF 1 . 00 1. 00 1 . 00 1. 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 10 112 11 5 62 12 Percent Heavy Vehicles 2 2 2 2 2 2 rL.1 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR [[ � Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 26 13 133 79 C (m) (vph) 1307 1322 426 434 �n v/c 0 . 02 0 . 01 0.31 0 . 18 r95% queue length 0 . 06 0 . 03 1 .31 0 .66 EE /''Qontrol Delay 7 . 8 7 . 8 17 .2 15 . 1 { ;OS A A C C r, Approach Delay 17 .2 15 . 1 Approach LOS C C C n n rHCS2000 : Unsignalized Intersections Release 4 . 1d n Li r Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: 10GC Agency/Co. : r Date Performed: 9/6/2005 2 Analysis Time Period: AM PM Intersection: 392 - 35 r Jurisdiction: Units: U. S . Customary Analysis Year: EX ST LT TOT Project ID: r'r East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0.25 r _-Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 rr _--_ L T R L T R Volume 26 229 15 13 251 7 Peak-Hour Factor, PHF 1 . 00 1. 00 1. 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume 6 57 4 3 63 2 J Hourly Flow Rate, HFR 26 229 15 13 251 7 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR rUpstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 10 112 11 5 62 12 Peak Hour Factor, PHF 1 . 00 1 . 00 1. 00 1 . 00 1.00 1. 00 Peak-15 Minute Volume 2 28 3 1 16 3 Hourly Flow Rate, HFR 10 112 11 5 62 12 Percent Heavy Vehicles 2 2 2 2 2 2 r Percent Grade (%) 0 0 [ � Flared Approach: Exists?/Storage No / No / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR lem Pedestrian Volumes and Adjustments _ r Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 ElLane Width (ft) ter) 12. 0 12 . 0 12 . 0 12 .0 Walking Speed (ft/sec) 4 . 0 4 .0 4 . 0 4 .0 ill Percent Blockage 0 0 0 0 — tolis _ _Upstream Signal Data _ r7 Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet r! S2 Left-Turn Through S5 Left-Turn Through rWorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 rm L. Shared In volume, major th vehicles: 229 251 Shared In volume, major rt vehicles: 15 7 Sat flow rate, major th vehicles: 1700 1700 r: Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 u Worksheet 4-Critical Gap and Follow-up Time Calculation - r, /critical Gap Calculation t.4f bvement 1 4 7 8 9 10 11 12 L L L T R L T R t (c,base) 4 . 1 4. 1 7. 1 6 .5 6 .2 7. 1 6 .5 6.2 t (c,hv) 1. 00 1. 00 1. 00 1 .00 1. 00 1.00 1.00 1 .00 P (hv) 2 2 2 2 2 2 2 2 1.7 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 .00 0 .00 0. 00 0. 00 0. 00 0. 00 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 il t (c) 1-stage 4 .1 4 . 1 7 .1 6. 5 6 .2 7. 1 6 .5 6.2 2-stage rFollow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R rt (f,base) 2.20 2 .20 3 .50 4 . 00 3 .30 3 .50 4 . 00 3 .30 t (f,HV) 0 . 90 0. 90 0 .90 0. 90 0 .90 0.90 0. 90 0.90 P(HV) 2 2 2 2 2 2 2 2 il t (f) 2 .2 2 .2 3 .5 4 . 0 3 .3 3 . 5 4 .0 3 .3 IWorksheet 5-Effect of Upstream Signals r 'omputation 1-Queue Clearance Time at Upstream Signal f: Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) V prop r r Total Saturation Flow Rate, s (vph) Arrival Type JEffective Green, g (sec) Cycle Length, C (sec) 1 ' (from Exhibit 16-11) proportion vehicles arriving on green P El g(q1) g(q2) g(q) rComputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 r7 V(t) V(1,prot) V(t) V(1,prot) alpha beta Travel time, t (a) (sec) L: Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) f: Duration of blocked period, t (p) Proportion time blocked, p 0. 000 0.000 iL : Computation 3-Platoon Event Periods Result rp (2) 0. 000 p (5) 0. 000 - p(dom) i (subo) nstrained or unconstrained? Proportion fl unblocked (1) (2) (3) : for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II p(1) --- -- p(4) p(7) r p(8) p(9) p(10) rl p (11) p (12) Computation 4 and 5 E] Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R 1 V c,x 258 244 606 572 236 630 576 254 s Px flv c,u,x f r,x[1 --- _ C plat,x Two-Stage Process rl 7 8 10 11 -• Stagel Stage2 Stagel Stage2 Stagel S-i;age2 Stagel Stage2 17 V(c,x) s 1500 1500 1500 1500 (• sN(x) Ij C (r,x) C (plat,x) r c.d Worksheet 6-Impedance and Capacity Equations Step 1 : RT from Minor St . 9 12 Conflicting Flows 236 254 ✓ Potential Capacity 803 785 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 803 785 ✓ Probability of Queue free St . 0 . 99 0 . 98 LA r Step 2 : LT from Major St . 4 1 Conflicting Flows 244 258 [ Potential Capacity 1322 1307 Pedestrian Impedance Factor 1 . 00 1 . 00 rMovement Capacity 1322 1307 t . Probability of Queue free St . 0 . 99 0 . 98 - Maj L-Shared Prob Q free St . 0 . 99 0 . 98 r /1'tep 3 : TH from Minor St. 8 11 Conflicting Flows 572 576 r Potential Capacity 430 428 Pedestrian Impedance Factor 1 . 00 1. 00 Cap. Adj . factor due to Impeding mvmnt 0 .97 0. 97 r Movement Capacity 415 413 i Probability of Queue free St . 0 . 73 0 . 85 Step 4 : LT from Minor St. 7 10 r • Conflicting Flows 606 630 Potential Capacity 409 394 ✓ Pedestrian Impedance Factor 1 . 00 1 . 00 Maj . L, Min T Impedance factor 0 . 82 0 . 70 Maj . L, Min T Adj . Imp Factor. 0 . 86 0 .77 w Cap. Adj . factor due to Impeding mvmnt 0 . 85 0 .76 ii Movement Capacity 347 300 c. rWorksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St . 8 11 Part 1 - First Stage conflicting Flows otential Capacity 17 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity L, Probability of Queue free St . rl — — -- -------- --- r Part 2 - Second Stage roConflicting Flows ' Potential Capacity destrian Impedance Factor ..ap. Adj . factor due to Impeding mvmnt rlMovement Capacity Part 3 - Single Stage -- — rl Conflicting Flows 572 576 L Potential Capacity 430 428 Pedestrian Impedance Factor 1.00 1 .00 �'? Cap. Adj . factor due to Impeding mvmnt 0. 97 0 .97 Lf Movement Capacity 415 413 LLLL Result for 2 stage process : fl a Y C t 415 413 Probability of Queue free St. 0 . 73 0. 85 Ell Step 4 : LT from Minor St. 7 10 rPart 1 First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap . Adj . factor due to Impeding mvmnt - Movement Capacity ✓ (rt 2 - Second Stage -- — Conflicting Flows Potential Capacity r Pedestrian Impedance Factor . Cap. Adj . factor due to Impeding mvmnt Movement Capacity r7 Part 3 - Single Stage Conflicting Flows 606 630 Potential Capacity 409 394 1.7 Pedestrian Impedance Factor 1. 00 1 .00 J Maj . L, Min T Impedance factor 0. 82 0.70 Maj . L, Min T Adj . Imp Factor. 0 . 86 0. 77 [4 Cap. Adj . factor due to Impeding mvmnt 0 .85 0 .76 Movement Capacity 347 300 Results for Two-stage process: a • y C t 347 300 r Worksheet 8-Shared Lane Calculations r-: Movement 7 8 9 10 11 12 r) L T R L T R II Volume (vph) 10 112 11 5 62 12 • Movement Capacity (vph) 347 415 803 300 413 785 Shared Lane Capacity (vph) 426 434 r -- ---- — rE 7 Worksheet 9-Computation of Effect of Flared Minor Street Approaches ri Movement 7 8 9 10 11 12 L T R L T R ElC sep 347 415 803 300 413 785 Volume 10 112 11 5 62 12 Delay ra� Q sep Q sep +1 round (Qsep +1) 1.7 n max —� —� C sh 426 434 SUM C sep r, n C act 17 Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 26 13 133 79 v/c C (m) (vph) E 1307 1322 426 434 1 0. 02 0. 01 0 .31 0 .18 - 95`k queue length 0 .06 0. 03 1.31 0 .66 ontrol Delay 7 .8 7 . 8 17.2 15. 1 F OS A A C C 4 Approach Delay 17.2 15. 1 Approach LOS C C r7 Worksheet 11-Shared Major LT Impedance and Delay rMovement 2 Movement 5 p (oj ) 0. 98 0 .99 v(il) , Volume for stream 2 or 5 229 251 v(i2) , Volume for stream 3 or 6 . 15 7 s (i1) , Saturation flow rate for stream 2 or 5 1700 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 1700 P* (oj )f% 0.98 0. 99 d(M,LT) , Delay for stream 1 or 4 7 .8 7. 8 N, Number of major street through lanes 1 1 f7d(rank, l) Delay for stream 2 or 5 0 .2 0.1 I fl L ri I fl 4 APPENDIX C n r r t.J F r E. !.a rHCS2000 : Unsignalized Intersections Release 4 . 1d ____TWO-WAY STOP CONTROL SUMMARY_ _ flnalyst: 10GC r Agency/Co. : 1; Date Performed: 9 6/2005 E} Analysis Time Period: PM Intersection: 2 - 35 r Jurisdiction: Units : U. S . Customary Analysis Year: EX ST LT 'OT Project ID: East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 H _ Vehicle Volumes and Adjustments Major Street : Approach Eastbound Westbound r Movement 1 2 3 4 5 6 L T R L T R r Volume 10 265 5 15 215 5 I Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 .00 1. 00 1. 00 1 Hourly Flow Rate, HFR 10 265 5 15 215 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 r configuration LTR LTR lw t pstream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9 10 11 12 r L T R L T R r Volume 10 25 5 10 55 20 Peak Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 10 25 5 10 55 20 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 t Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 IConfiguration LTR LTR �n _Delay, Queue Length, and Level of Service _ r Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 r Lane Config LTR LTR I LTR I LTR v (vph) 10 15 40 85 C (m) (vph) 1349 1293 444 490 n� ; v/c 0 . 01 0 . 01 0 . 09 0 . 17 L 95% queue length 0 . 02 0 . 04 0 . 30 0 .62 Delay 7 . 7 7 . 8 13 . 9 13 . 9 ��'! ,.,OS A A B B UApproach Delay 13 . 9 13 . 9 c Approach LOS B B t C r HCS2000 : Unsignalized Intersections Release 4 . 1d F^1 f: Phone: Fax: E-Mail : _ TWO-WAY STOP CONTROL(TWSC) ANALYSISr Analyst : 10GC Agency/Co. : r Date Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: 392 - 35 rJurisdiction: Units: U. S . Customary Analysis Year: EX ST LT TOT Project ID: East/West Street: SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 L __________Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 L T R L T R rVolume 10 265 5 15 215 5 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1. 00 1. 00 rPeak-15 Minute Volume 2 66 1 4 54 1 Hourly Flow Rate, HFR 10 265 5 15 215 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / r RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR rUpstream Signal? No No Minor Street Movements 7 8 9 10 11 12 rL T R L T R Volume 10 25 5 10 55 20 Peak Hour Factor, PHF 1. 00 1 . 00 1 . 00 1 . 00 1. 00 1. 00 Peak-15 Minute Volume 2 6 1 2 14 5 .; Hourly Flow Rate, HFR 10 25 5 10 55 20 Percent Heavy Vehicles 2 2 2 2 2 2 r Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / RT Channelized? 9 Lanes 0 1 0 0 1 0 t Configuration LTR LTR La rf —___ _Pedestrian Volumes and Adjustments_ _ Movements _ 13 14 15 16 Flow (ped/hr) 0 0 0 0 IILane Width (ft) ' 12 .0 12 . 0 12 . 0 12 . 0 Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 .0 IPercent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance 7 Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet ill S2 Left-Turn _--- — —Through flS5 Left-Turn Through !I Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles -- — — Movement 2 Movement 5 e Shared In volume, major th vehicles: 265 215 Shared in volume, major rt vehicles: 5 5 Sat flow rate, major th vehicles: 1700 1700 1 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 ' 11 Worksheet 4-Critical Gap and Follow-up Time Calculation - f: ritical Gap Calculation vement 1 4 7 8 9 10 11 12 L L L T R L T R t t (c,base) 4 . 1 4 .1 7. 1 6 .5 6 .2 7.1 6 .5 6 .2 t (c,hv) 1. 00 1 .00 1 .00 1. 00 1.00 1 .00 1 .00 1 .00 P (hv) 2 2 2 2 2 2 2 2 f• 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. 00 0 . 00 0 . 00 0. 00 0. 00 0. 00 0. 00 1 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 4 . 1 7. 1 6 .5 6 .2 7. 1 6. 5 6 .2 2-stage rFollow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 fl L L L T R L T R II t (f,base) 2 .20 2 .20 3 .50 4 . 00 3 . 30 3 . 50 4 . 00 3 .30 t (f,HV) 0 .90 0. 90 0 .90 0 . 90 0. 90 0. 90 0. 90 0. 90 fl P(HV) 2 2 2 2 2 2 2 2 t (f) 2 .2 2.2 3 . 5 4 .0 3 .3 3 . 5 4. 0 3 .3 flWorksheet 5-Effect of Upstream Signals omputation 1-Queue Clearance Time at Upstream Signal f: Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) fl V prog -- -- (9) f•-) [. Total Saturation Flow Rate, s (vph) Arrival Type f7Effective Green, g (sec) Cycle Length, C (sec) (from Exhibit 16-11) eroportion vehicles arriving on green P ilg (q1) g (q2) g(q) Computation 2-Proportion of TWSC Intersection Time blocked fl Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) fl alpha — -------—beta fl Travel time, t (a) (sec) Smoothing Factor, F . Proportion of conflicting flow, f Max platooned flow, V(c,max) L Min platooned flow, V(c,min) Duration of blocked period, t (p) r'' Proportion time blocked, p 0 . 000 0. 000 Computation 3-Platoon Event Periods Result fl p(2) 0. 000 j p (5) 0. 000 p (dom) I /k(subo) r bnstrained or unconstrained? Proportion El unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II r7 p (1) --- p (4) p(7) r p(8) p(9) p(10) p (11) r. : p (12), Computation 4 and 5 fl Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R rV c,x 220 270 573 538 268 550 538 218 s ' Px # ) V c,u,x II C plat,x Two-Stage Process 7 8 10 11 r E : Stagel Stage2 Stagel Stage2 Stagel ¢ Stage2 Stagel Stage2 r V(c,x) s 1500 1500 1500 1500 ((x) ✓(c,u,x) LC (r,x) C (plat,x) Worksheet 6-Impedance and Capacity Equations (��^' 6 ' Step 1: RT from Minor St . 9 12 Conflicting Flows 268 218 r Potential Capacity 771 822 EJ Pedestrian Impedance Factor 1. 00 1 . 00 Movement Capacity 771 822 E Probability of Queue free St . 0 . 99 0 . 98 Step 2 : LT from Major St . 4 1 !!l+++ Conflicting Flows 270 220 Potential Capacity 1293 1349 Pedestrian Impedance Factor 1. 00 1 . 00 r Movement Capacity 1293 1349 Probability of Queue free St . 0 . 99 0 . 99 - (R+ /Maj L-Shared Prob Q free St. 0 . 99 0 . 99 r 'tep 3 : TH from Minor St. 8 11 i Conflicting Flows 538 538 I la Potential Capacity 450 450 Pedestrian Impedance Factor 1. 00 1. 00 ' Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 98 Movement Capacity 440 440 Probability of Queue free St . 0 . 94 0 . 88 Step 4 : LT from Minor St. 7 10 R+ t..: Conflicting Flows 573 550 Potential Capacity 430 446 r Pedestrian Impedance Factor 1 . 00 1 . 00 [w Maj . L, Min T Impedance factor 0 . 86 0 . 92 Maj . L, Min T Adj . Imp Factor. 0. 89 0 .94 Cap. Adj . factor due to Impeding mvmnt 0 . 87 0. 93 N; Movement Capacity 373 417 L. Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance �'+ Step 3 : TH from Minor St . 8 11 eLLL Part 1 - First Stage isconflicting Flows I 'otential Capacity {�+.. Pedestrian Impedance Factor U Cap. Adj . factor due to Impeding mvmnt Movement Capacity LProbability of Queue free St . E1 _ Part 2 - Second Stage r Conflicting Flows 9 Potential Capacity destrian Impedance Factor ,.ap. Adj . factor due to Impeding mvmnt s Movement Capacity Part 3 - Single Stage ✓ Conflicting Flows 538 538 Potential Capacity 450 450 Pedestrian Impedance Factor 1 . 00 1 . 00 1�!I Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 .98 rMovement Capacity 440 440 Result for 2 stage process : r a .. y C t 440 440 rProbability of Queue free St . 0 . 94 0 . 88 Step 4 : LT from Minor St. 7 10 E Part 1 - First Stage • Conflicting Flows Potential Capacity rPedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity r 'art 2 - Second Stage Conflicting Flows Potential Capacity r Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt �''"' Movement Capacity t . Part 3 - Single Stage C Conflicting Flows 573 550 Potential Capacity 430 446 Pedestrian Impedance Factor 1 . 00 1 . 00 • Maj . L, Min T Impedance factor 0 . 86 0 . 92 Maj . L, Min T Adj . Imp Factor. 0 . 89 0 . 94 rr Cap. Adj . factor due to Impeding mvmnt 0 . 87 0 . 93 Movement Capacity 373 417 Results for Two-stage process: r a y C t 373 417 Worksheet 8-Shared Lane Calculations IMovement 7 8 9 10 11 12 (PM L T R L T R r Volume (vph) 10 25 5 10 55 20 j.; Movement Capacity (vph) 373 440 771 417 440 822 Shared Lane Capacity (vph) 444 490 E] ra) n Worksheet 9-Computation of Effect of Flared Minor Street Approaches ecvement 8 9 10 11 12 L T R L T R ElC sep 373 440 771 417 440 822 4 Volume 10 25 5 10 55 20 Delay a Q sep Q sep +1 round (Qsep +1) L ' n max ___ C sh 444 490 SUM C sep n C act 11 Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 10 15 40 85 rC (m) (vph) 1349 1293 444 490 v/c 0. 01 0. 01 0 .09 0. 17 - 95t queue length 0. 02 0. 04 0.30 0.62 froSontrol Delay 7. 7 7. 8 13 . 9 13 . 9 OS A A B B Approach Delay 13 . 9 13 . 9 Approach LOS B B Worksheet 11-Shared Major LT Impedance and Delay r Movement 2 Movement 5 fl p (oj ) 0 .99 0. 99 v(il) , Volume for stream 2 or 5 265 215 v(i2) , Volume for stream 3 or 6 5 5 s (il) , Saturation flow rate for stream 2 or 5 1700 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 1700 L P* (oj ) 0 .99 0. 99 d(M,LT) , Delay for stream 1 or 4 7 .7 7. 8 N, Number of major street through lanes 1 1 17 d(rank, l) Delay for stream 2 or 5 0 .1 0. 1 f rr rl; C C.i HCS2000 : Unsignalized Intersections Release 4 .1d r TWO-WAY STOP CONTROL SUMMARY_—_ C, : flalyst : 10GC Agency/Co. : Date Performed: 9/6/200 Analysis Time Period: AM Intersection: 392 - 35 17 Jurisdiction: Units: U. S . Customary Analysis Year: EX ST LT TOT r Project ID: East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 rVehicle Volumes and Adjustments _ Major Street : Approach Eastbound Westbound r Movement 1 2 3 4 5 6 L T R L T R 1^ Volume 30 235 25 15 260 10 rPeak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 .00 1 . 00 E Hourly Flow Rate, HFR 30 235 25 15 260 10 Percent Heavy Vehicles 2 -- -- 2 -- -- r Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 rconfiguration LTR LTR I ,pstream Signal? No No Minor Street : Approach Northbound Southbound r Movement 7 8 9I 10 11 12 L T R ( L T R r Volume 15 120 10 5 65 15 C.. Peak Hour Factor, PHF 1 . 00 1 . 00 1. 00 1. 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 15 120 10 5 65 15 Percent Heavy Vehicles 2 2 2 2 2 2 r Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR _ Delay, Queue Length, and Level of Service IApproach EB WB Northbound Southbound `' Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR t4 v (vph) 30 15 145 85 C (m) (vph) 1293 1304 397 416 r v/c 0 . 02 0 . 01 0.37 0.20 95% queue length 0 . 07 0 . 03 1 .64 0 . 76 /^`Control Delay 7 . 9 7 . 8 19 .2 15. 9 .OS A A C C Approach Delay 19 .2 15 . 9 Approach LOS C C ri f'1 0 ✓ HCS2000 : Unsignalized Intersections Release 4 . 1d ' em r rPhone : Fax: E-Mail : r TWO-WAY STOP CONTROL(TWSC) ANALYSIS • Analyst : 10GC Agency/Co. : rDate Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: 392 - 35 Jurisdiction: Units: U. S . Customary Analysis Year: EX ST LT TOT Project ID: East/West Street: SH 392 • North/South Street: CR 35 Intersection Orientation: EW Study period (hrs) : 0.25 _ Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R t Volume 30 235 25 15 260 10 Peak-Hour Factor, PHF 1 . 00 1. 00 1 . 00 1 . 00 1 . 00 1. 00 r Peak-15 Minute Volume 8 59 6 4 65 2 Hourly Flow Rate, HFR 30 235 25 15 260 10 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / r RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 rL T R L T R Volume 15 120 10 5 65 15 Peak Hour Factor, PHF 1 . 00 1. 00 1 . 00 1 . 00 1 . 00 1. 00 r Peak-15 Minute Volume 4 30 2 1 16 4 • Hourly Flow Rate, HFR 15 120 10 5 65 15 Percent Heavy Vehicles 2 2 2 2 2 2 r Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / RT Channelized? Lanes 0 1 0 0 1 0 rConfiguration LTR LTR ^ Pedestrian Volumes and Adjustments_ .i Movements 13 14 15 16 ✓ Flow (ped/hr) 0 0 0 0 a e r Lane Width (ft) 12 . 0 12 . 0 12 .0 12.0 Walking Speed (ft/sec) 4 . 0 4 .0 4 .0 4 . 0 7 Percent Blockage 0 0 0 0 ---- __— Upstream Signal Data P. Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet r'+ S2 Left-Turn — — Through nn S5 Left-Turn k Through I' . Pr Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles --- — — Movement 2 Movement 5 l Shared In volume, major th vehicles : 235 260 Shared In volume, major rt vehicles: 25 10 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles : 1700 1700 Number of major street through lanes : 1 1 r7Worksheet 4-Critical Gap and Follow-up Time Calculation ritical Gap Calculation bvement 1 4 7 8 9 10 11 12 L L L T R L T R r7 t (c,base) 4 . 1 4 . 1 7. 1 6 .5 6 .2 7. 1 6 . 5 6 .2 • t (c,hv) 1. 00 1. 00 1. 00 1 .00 1.00 1. 00 ' 1.00 1.00 P (hv) 2 2 2 2 2 2 2 2 ✓ 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 .00 0 .00 0. 00 0. 00 0 .00 0 .00 0. 00 t (c,T) : 1-stage 0. 00 0. 00 0 .00 0 . 00 0. 00 0 .00 0 .00 0. 00 r 2-stage 0 .00 0. 00 1 . 00 1 .00 0 . 00 1. 00 1. 00 0 . 00 t (c) 1-stage 4 .1 4 . 1 7. 1 6 .5 6 .2 7. 1 6 . 5 6 .2 2-stage t: Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R 1. t (f,base) 2 .20 2 .20 3 .50 4 .00 3 .30 3 .50 4 . 00 3 .30 - t (f,HV) 0 .90 0. 90 0 .90 0 .90 0 .90 0. 90 0. 90 0 .90 17 P(HV) 2 2 2 2 2 2 2 2 t (f) 2 .2 2 .2 3 . 5 4 . 0 3 .3 3 .5 4 .0 3 .3 IWorksheet 5-Effect of Upstream Signals computation 1-Queue Clearance Time at Upstream Signal 17 Movement 2 Movement 5 i V(t) V(1,prot) V(t) V(1,prot) V progLJ — — --- i , [.+ Total Saturation Flow Rate, s (vph) Arrival Type rlEffective Green, g (sec) l Cycle Length, C (sec) ro (from Exhibit 16-11) proportion vehicles arriving on green P ri g(q1) a g(q2) g(q) rComputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 17 V(t) V(l,prot) V(t) V(l,prot) alpha beta fl Travel time, t (a) . (sec) Smoothing Factor, F Proportion of conflicting flow, f il. Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 .000 0 .000 El ' Computation 3-Platoon Event Periods Result p (2) 0 .000 P (5) 0 .000 - p(dom) r (subo) nstrained or unconstrained? Proportion f" unblocked (1) (2) (3) • for minor Single-stage Two-Stage Process movements, p(x) Process Stage I Stage II r p (l) - p- (4) p (7) 17 p (8) p- (9) p (10) 17 p(11) p (12) Computation 4 and 5 1.7 Single-Stage Process • Movement 1 4 7 8 9 10 11 12 L L L T R L T R [7 V c,x 270 260 643 608 248 667 615 265 s Vxc,u,x --__ -_ C plat,x a Two-Stage Process r7 8 10 11 1 r 11 n Stagel Stage2 Stagel Stage2 Stagel ` Stage2 Stagel Stage2 V(c,x) '4 1500 1500 1500 1500 (x) r J(c,u,x) ! C (r,x) C (plat,x) Worksheet 6-Impedance and Capacity Equations C: Step 1 : RT from Minor St . 9 12 Conflicting Flows 248 265 r' PotentialCapacity 791 774 Pedestrian Impedance Factor 1. 00 1. 00 Movement Capacity 791 774 Probability of Queue free St . 0 . 99 0 . 98 Step 2 : LT from Major St . 4 1 rConflicting Flows 260 270 €€.. Potential Capacity 1304 1293 Pedestrian Impedance Factor 1 . 00 1 . 00 17 Movement Capacity 1304 1293 Probability of Queue free St . 0 . 99 0. 98 Maj L-Shared Prob Q free St. 0 . 99 0 . 97 r 'F^t—ep 3 : TH from Minor St . 8 11 Conflicting Flows - 608 615 Potential Capacity 410 407 r» Pedestrian Impedance Factor 1 . 00 1. 00 Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 96 I Movement Capacity 393 390 ' Probability of Queue free St . 0 . 69 0.83 rStep 4 : LT from Minor St . 7 10 Conflicting Flows 643 667 Potential Capacity 386 372 Pedestrian Impedance Factor 1 . 00 1 . 00 11 Maj . L, Min T Impedance factor 0 . 80 0 . 67 Maj . L, Min T Adj . Imp Factor. 0.85 0. 74 Cap. Adj . factor due to Impeding mvmnt 0 . 83 0 . 73 Movement Capacity 320 272 r Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance [ + Step 3 : TH from Minor St . 8 11 r Part 1 - First Stage onflicting Flows �+ otential Capacity J 1 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity rProbability of Queue free St . Q n n Part 2 - Second Stage r Conflicting Flows Potential Capacity redestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 608 615 ..w Potential Capacity 410 407 Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 96 ✓ Movement Capacity 393 390 Result for 2 stage process: l3 a 6! Y C t 393 390 rProbability of Queue free St . 0 .69 0 . 83 Step 4 : LT from Minor St . 7 10 rPart 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt .Movement Capacity ✓ t 2 Second Stage Conflicting Flows Potential Capacity i Pedestrian Impedance Factor • Cap. Adj . factor due to Impeding mvmnt Movement Capacity rPart 3 - Single Stage Conflicting Flows 643 667 Potential Capacity 386 372 Pedestrian Impedance Factor 1 . 00 1 . 00 Maj . L, Min T Impedance factor 0 . 80 0 .67 Maj . L, Min T Adj . Imp Factor. 0 . 85 0. 74 r Cap. Adj . factor due to Impeding mvmnt 0 . 83 0. 73 Movement Capacity 320 272 ✓ Results for Two-stage process : a y C t 320 272 Worksheet 8-Shared Lane Calculations i ' Movement 7 8 9 10 11 12 L r L T R L T R rVolume (vph) 15 120 10 5 65 15 Movement Capacity (vph) 320 393 791 272 390 774 Shared Lane Capacity (vph) 397 416 I fl CI) rii) Worksheet 9-Computation of Effect of Flared Minor Street Approaches fl Movement 8 9 10 11 12 �� L T R L T R [ !!r C- sep 320 393 791 272 390 774 4 Volume 15 120 10 5 65 15 Delay [1Q sep ;j Q- sep +1 round (Qsep +1) 11 n- max C sh 397 416 SUM C sep fl n C- act IWorksheet 10-Delay, Queue Length, and Level of Service r! Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR a v (vph) 30 15 145 85 C(m) (vph) 1293 1304 397 416 vac 0 . 02 0. 01 0. 37 0 .20 - 95t queue length 0. 07 0. 03 1.64 0 .76 f" control Delay 7. 9 7.8 19.2 15.9 {rbS A A C C Approach Delay 19.2 15.9 Approach LOS C C Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (°j ) -- �— 0. 98 0 .99 17, v(il) , Volume for stream 2 or 5 235 260 v(i2) , Volume for stream 3 or 6 25 10 s(il) , Saturation flow rate for stream 2 or 5 1700 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 1700 17) P* (oj ) 0 .97 0.99 d(M,LT) , Delay for stream 1 or 4 7. 9 7. 8 N, Number of major street through lanes 1. 1 I d(rank, l) Delay for stream 2 or 5 0.2 0. 1 j I E •-.) I HCS2000 : Ufisignalized Intersections Rel₹ase 4 . 1d TWO-WAY STOP CONTROL SUMMARY flnalyst : GC Agency/Co. : Date Performed: 6/2005 j Analysis Time Period: AM PM Intersection: CESS - 35 r Jurisdiction: _7 Units : U. S . Customary em Analysis Year: ST LT TOT r Project ID: East/West Street : ACCESS North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 5 30 70 5 7 Peak-Hour Factor, PHF 1 . 00 1 . 00 1. 00 1 . 00 Hourly Flow Rate, HFR 5 30 70 5 Percent Heavy Vehicles 0 -- -- -- -- r Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 configuration LT TR ' ( stream Signal? No No Minor Street : Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R rVolume — 10 5 Peak Hour Factor, PHF 1 . 00 1 . 00 Hourly Flow Rate, HFR 10 5 rPercent Heavy vehicles 0 0 rPercent Grade (%) 0 0 .-+ Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service _ C Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I LR F..' v (vph) 5 ---- ----- 15 C (m) (vph) 1537 921 v/c 0 . 00 0. 02 95% queue length 0 . 01 0. 05 I ',control Delay 7.3 9 . 0 sOS A A rApproach Delay 9 . 0 .i Approach LOS A il eig) n HCS2000: Unsignalized Intersections Release 4 . 1d 17 n fiPhone: Fax: E-Mail. rTWO-WAY STOP CONTROL(TWSC) ANALYSIS "" Analyst: GC Agency/Co. : Igt Date Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: ACCESS - 35 Jurisdiction: La Units: U. S . Customary a Analysis Year: ST LT TOT 1 Project ID: t East/West Street : ACCESS North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0.25 ri Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 /�'� L T R L T R F Volume 5 --- 30 70 5 Peak-Hour Factor, PHF 1 . 00 1. 00 1. 00 1 . 00 Peak-15 Minute Volume 1 8 18 1 Hourly Flow Rate, HFR 5 30 70 5 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage Undivided / 1[ RT Channelized? ' Lanes 0 1 1 0 Configuration LT TR 1 Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R ri Volume 10 5 Peak Hour Factor, PHF 1 . 00 1. 00 Peak-15 Minute Volume 2 1 Hourly Flow Rate, HFR 10 5 Percent Heavy Vehicles 0 0 fil Percent Grade (%) 0 0 li Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 0 14 1 Configuration LR _ ____ __Pedestrian Volumes and Adjustments _— L __ Movements --- — 13 14 15 16 Flow aped/hr) 0 0 0 0 I] 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! r . . _ ____Upstream Signal Data___ --- Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet [1 S2 Left-Turn 1 Through S5 Left-Turn La I Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles i L Movement 2 Movement 5 r.. Shared In volume, major th vehicles : 30 Shared In volume, major rt vehicles: 0 1 Sat flow rate, major th vehicles : 1700 } Sat flow rate, major rt vehicles : 1700 Number of major street through lanes : 1 IWorksheet 4-Critical Gap and Follow-up Time Calculation - El ritical Gap Calculation ovement 1 4 7 8 9 10 11 12 L L L T R L T R il 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 r7 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 r: 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 rl Follow-Up Time Calculations Movement 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 t t (f) 2 .2 3 .5 3 . 3 r: Worksheet 5-Effect of Upstream Signals eml 'omputation 1-Queue Clearance Time at Upstream Signalr7 Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) E] �I f 1 L,.� Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) f � Cycle Length, C (sec) [ p (from Exhibit 16-11) ' 2roportion vehicles arriving on green P g (q1) il ' g (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) a alpha beta . IITravel time, t (a) (sec) Smoothing Factor, F Proportion of conflicting flow, f f: Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 . 000 0. 000 fl --, Computation 3-Platoon Event Periods Result — -- C p (5) 0. 000 - p (dom) 14 ripsubo) ' restrained or unconstrained? a Proportion 1.7 unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II L p(1) p (4) p (7) 11 p (8) a p (9) p (l0) p (11) 1 p(12) Computation 4 and 5 -- Single-Stage Process L Movement 1 4 7 8 9 10 11 12 L L L T R L T R r V_c:x 75 112 72 s Px EV c,u,x "")__ _________ __ f I. plat,x ---- ---- — Two-Stage Process 7 8 10 11 E: 11 n Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) E: s {( 1500 f) V (c, u,x) i C (plat ,x) i ill Worksheet 6-Impedance and Capacity Equations ' l7Step 1 : RT from Minor St. 9 12 Conflicting Flows 72 fPotential Capacity 996 Pedestrian Impedance Factor 1. 00 1 . 00 Movement Capacity 996 r Probability of Queue free St . 1. 00 0. 99 L. Step 2 : LT from Major St. 4 1 rConflicting Flows 75 Potential Capacity 1537 Pedestrian Impedance Factor 1. 00 1 . 00 ri Movement Capacity 1537 Probability of Queue free St . 1 . 00 1 . 00 - Maj L-Shared Prob Q free St. 1 . 00 (tep 3 : 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 I., Movement Capacity Probability of Queue free St. 1. 00 1 . 00 Step4 : LT from Minor St . 7 10 17 Conflicting Flows 112 Potential Capacity 890 n Pedestrian Impedance Factor 1. 00 1. 00 L Maj . L, Min T Impedance factor 1. 00 Maj . L, Min T Adj . Imp Factor. 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 .99 1. 00 Movement Capacity 887 r Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance r Step 3 : TH from Minor St . 8 11 01( Part 1 - First Stage " conflicting Flows _potential Capacity II Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . rJ El froil (NI Part 2 Second Stage - --- _Cfil onflicting Flows otential Capacity destrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt EI Movement Capacity Part. 3 - Single Stage El Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1. 00 1 . 00 r.,! Cap . Adj . factor due to Impeding mvmnt 1. 00 1 .00 Movement Capacity Result for 2 stage process: _ a r V C t ri Probability of Queue free St . 1 . 00 1. 00 �'_ Step 4 : LT from Minor St. — — 7 10 r+ Part 1 - First Stage Conflicting Flows Potential Capacity 1.1 Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt - Movement Capacity r teit art 2 - Second Stage Conflicting Flows Potential Capacity ft, Pedestrian Impedance Factor j Cap. Adj . factor due to Impeding mvmnt Movement Capacity r7 Part 3 - Single Stage -- — ---- Conflicting Flows 112 Potential Capacity 890 r7 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 0. 99 1. 00 Movement Capacity 887 Results for Two-stage process : fR a `J C t 887 il Worksheet 8-Shared Lane Calculations r Movement 7 8 9 10 11 12 k L T R L T R ' Volume (vph) 10 5 i Movement Capacity (vph) 887 996 Shared Lane Capacity (vph) 921 E C) .• Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 i .4 r.. L T R L T R f C sep __— ----- ---- --------- --- 887 996 -- Volume 10 5 Delay J Q sep J Q sep +1 round (Qsep +1) El C shX 921 SUM C sep n C act ['1 Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 --- 7 8 9 10 11 12 17 Lane Config LT LR v (vph) 5 15 11 C(m) (vph) 1537 921 v/c 0. 00 0.02 - f 95% queue length 0. 01 0. 05 17 doControl Delay 7 . 3 9. 0 1O5 A A Approach Delay 9 . 0 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay f9 - — Movement 2 Movement 5 Ev(il) , Volume for stream 2 or 5 30 -; v(i2) ,, Volume for stream 3 or 6 0 s (11) , Saturation flow rate for stream 2 or 5 1700 11 s (12) , Saturation flow rate for stream 3 or 6 1700 P* (oj ) 1 . 00 d (M,LT) , Delay for stream 1 or 4 7. 3 N, Number of major street through lanes 1 rld(rank, l) Delay for stream 2 or 5 0 . 0 n 10.: r")C , HCS2000 : Unsignalized Intersections Release 4 . 1d TWO-WAY STOP CONTROL SUMMARY f nalyst : GC ��! ' eagency/Co. : n Date Performed: 9/6/200 t�.'...' Analysis Time Period: AM PM Intersection: ACCESS - 35 riJurisdiction: , Units : U. S . Customary Analysis Year: S1 LT TOT r Project ID: East/West Street : ACCESS North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0 .25 L _ Vehicle Volumes and Adjustments Major Street : Approach Northbound Southbound Movement 1 2 3 4 5 6 r L T R L T R �* Volume 5 140 95 10 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 r Hourly Flow Rate, HFR 5 140 95 10 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage Undivided / J RT Channelized? - Lanes 0 1 1 0 ronfiguration LT TR wPstream Signal? No No I Minor Street : Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R r Volume ------------- 5 5 --- Peak Hour Factor, PHF 1 . 00 1. 00 Hourly Flow Rate, HFR 5 5 Percent Heavy Vehicles 0 0 rPercent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 r Configuration LR [t Delay, Queue Length, and Level of Service Approach Movement NB SB Westbound Eastbound 1 4 I 7 8 9 I 10 11 12 Lane Config LT I I LR L v (vph) 5 10 C (m) (vph) 1499 837 v/c 0 . 00 0 . 01 95% queue length 0 . 01 0 . 04 /"Control Delay 7 .4 9 .4 S 'OS A A t ' Approach Delay 9 .4 Approach LOS A ------------- -- r r HCS2000 : Unsignalized Intersections Release 4 . 1d : AeN r fl F Phone: Fax: E-Mail : TWO-WAY STOP CONTROL (TWSC) ANALYSIS • Analyst : GC Agency/Co. : . r7 Date Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: ACCESS - 35 Jurisdiction: 1 Units : U. S. Customary Analysis Year: ST LT TOT ri Project ID: East/West Street: ACCESS North/South Street: CR 35 Intersection Orientation: NS Study period (hrs) : 0 . 25 rVehicle Volumes and Adjustments " Major Street Movements 1 2 3 4 5 6 ✓ eft) L T R L T R Volume --Y 5 140 95 10 Peak-Hour Factor, PHF 1. 00 1 . 00 1 .00 1 . 00 r7 Peak-15 Minute Volume 1 35 24 2 Hourly Flow Rate, HFR 5 140 95 10 Percent Heavy Vehicles 0 -- -- -- -- El Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 r7L T R L T R Volume 5 5 Peak Hour Factor, PHF 1 .00 1 . 00 ✓ Peak-15 Minute Volume 1 1 Hourly Flow Rate, HFR 5 5 Percent Heavy Vehicles 0 0 r Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 0 1 Configuration LR _ ____Pedestrian Volumes and Adjustments _ • Movements 13 14 15 16 — — — Flow (ped/hr) 0 0 0 0 yfroN n ! E Lane Width (ft) 12 . 0 12 . 0 12 .0 12 . 0 Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 .0 riPercent Blockage 0 0 0 0 r Prog. Upstream Signal Data — Sat Arrival Green Cycle Prog. Distance L ' Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet t..� S2 Left-Turn — -- Through rl S5 Left-Turn Through rl Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 LShared In volume, major th vehicles: 140---- — 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 !. : Worksheet 4-Critical Gap and Follow-up Time Calculation - Critical Gap Calculation ---- -- I /■ .ovement 1 4 7 8 9 10 11 12 L L L T R L T R r t (c, base) 4 . 1 7 . 1 6 .2 t . t (c,hv)t (c,hv) 1. 00 1 .00 1 . 00 1. 00 1 .00 1 . 00 1. 00 1. 00 P(hv) 0 0 0 r t (c,g) 0 . 20 0 .20 0 .10 0 .20 0. 20 0 . 10 t . 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 r 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 rl L. Follow-Up Time Calculations - --- Movement 1 4 7 8 9 10 11 12 r7L 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 r P (HV) 0 0 0 h . t (f) 2 .2 3 .5 3 . 3 17 Worksheet 5-Effect of Upstream Signals omputation 1-Queue Clearance Time at Upstream Signal rMovement 2 Movement 5 L V(t) V(l,prot) V(t) V(l,prot) r Vprop L T f ) t Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) p (from Exhibit 16-11) Proportion vehicles arriving on green P 3 g (q1) g (q2) g (q) ri t . Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) alpha beta Travel time, t (a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) 117 Duration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 .000 f7 Computation 3-Platoon Event Periods Result V- -- — -- p (5) 0 . 000 p (dom) t c(subo) onstrained or unconstrained? Proportion --------_---- - -' r7 unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II r7 P(1) —14 p(4) p (7) r7 p (8) a p (9) p (10) p(11) p(12) Computation 4 and 5 — -- r7Single-Stage Process Movement 1 4 7 8 9 10 11 12 fl L L L T R L T R V c,x 105 250 100 s f4 Px V c,u,x C plat,x Two-Stage Process 7 8 10 11 FPI em) O Stagel Stage2 Stagel Stage2 Stages tage2 Stagel Stage2 V(c,x) 1500 fl f (x) V(c ,u,x) C (r,x) C (plat,x) r! Worksheet 6-Impedance and Capacity Equations rStep 1 : RT from Minor St. 9 12 Conflicting Flows ------ 100 ✓ Potential Capacity 961 Pedestrian Impedance Factor 1 . 00 1. 00 Movement Capacity 961 17 Probability of Queue free St . 1 . 00 0. 99 ✓ Step 2 : LT from Major St . 4 1 �� 4 ; Conflicting Flows 105 Potential Capacity 1499 Pedestrian Impedance Factor 1 .00 1. 00 1.7 Movement Capacity 1499 Probability of Queue free St. 1 . 00 1. 00 Maj L-Shared Prob Q free St . 1. 00 �tep 3 : 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 r7 MovementCapacity } Probability of Queue free St . 1 .00 1. 00 Step 4 : LT from Minor St. 7 10 17 Conflicting Flows 250 Potential Capacity 743 fl 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 0 . 99 1. 00 r' Movement Capacity 741 ✓ Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 . 11 IPart 1 - First Stage — — conflicting Flows ?otential Capacity ✓ Pedestrian Impedance Factor Cap . Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. E] ("461 O Part 2 - Second Stage fl Conflicting Flows /kotential Capacity [ destrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt El Movement Capacity Part 3 - Single Stage _--- — --- r Conflicting Flows L Potential Capacity Pedestrian Impedance Factor 1. 00 1 . 00 rl Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 .00 I Movement Capacity Result for 2 stage process : —� -- — — [4 y C t Probability of Queue free St. 1 . 00 1. 00 17 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage — _ --_ -----_— _— Conflicting Flows Potential Capacity I, Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity f7art 2 - Second Stage Conflicting Flows Potential Capacity I Pedestrian Impedance Factor , Cap. Adj . factor due to Impeding mvmnt Movement Capacity [7 Part 3 - Single Stage Conflicting Flows 250 n Potential Capacity 743 Pedestrian Impedance Factor 1 .00 1. 00 Cs Maj . L, Min T Impedance factor 1 .00 Maj . L, Min T Adj . Imp Factor. . 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0. 99 1 . 00 [1 Movement Capacity 741 Results for Two-stage process: -- _ -- a [4 C 741 Worksheet 8-Shared Lane Calculations E. Movement 7 8 9 10 11 12 L T R L T R E7 Volume (vph) 5 5 Movement Capacity (vph) 741 961 Shared Lane Capacity (vph) 837 r) Worksheet 9-Computation of Effect of Flared Minor Street Approaches ovement 7 8 9 10 11 12 L T R L T R tr: C sep 741 961 Volume 5 5 i Delay Q sep !:a Q sep +1 round (Qsep +1) 17 nmax -- -___--------- _ C sh 837 z '• SUM C sep : n C C act 17 I Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 17 LaneConfig LT LR v (vph) --5_--- 10 17 C (m) (vph) 1499 837 v/c 0 . 00 0. 01 - 95% queue length 0. 01 0 . 04 [m "patrol Delay 7 .4 9 .4 7 .OS A A Approach Delay 9 .4 Approach LOS A rl Worksheet 11-Shared Major LT Impedance and Delay r7 --_-- ___ ----T --- Movement 2 Movement 5 p (oj ) -- --- 1. 00 1. 00 17 v(il) , Volume for stream 2 or 5 140 v(12) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for scream 2 or 5 1700 r7 s (i2) , Saturation flow rate for stream 3 or 6 1700 p* (oj ) 1 . 00 d(M, LT) , Delay for stream 1 or 4 7 .4 N, Number of major street through lanes 1 17 d(rank, l) Delay for stream 2 or 5 0. 0 li I r. II [.+ n n r r a APPENDIX D E, Ir it E E s E C1 n O r HCS2000 : Unsignalized Intersections Release 4 . 1d __TWO-WAY STOP CONTROL SUMMARY__ rhalyst: 10GC a `"Agency/Co. : Et Date Performed: /2005 Analysis Time Period PM Intersection: 2 - 35 rJurisdiction: Units: U. S . Customary Analysis Year: EX ST LT OT Project ID: El East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 rVehicle Volumes and Adjustments Major Street : Approach Eastbound Westbound II Movement 1 2 3 4 5 6 L T R L T R n Volume 10 325 5 20 265 5 t Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 10 325 5 20 265 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 configuration LTR LTR pstream Signal? No No �+ Minor Street : Approach Northbound Southbound r Movement 7 8 9 I 10 11 12 G: L T R I L T R r Volume 10 35 10 10 75 25 Peak Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 10 35 10 10 75 25 ��'111 Percent Heavy Vehicles 2 2 2 2 2 2 C Percent Grade (%) 0 0 ' Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 ✓ Configuration LTR------- LTR --- Delay, Queue Length, and Level of Service___ ✓ Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 r Lane Config LTR LTR I LTR I LTR v (vph) 10 20 55 110 C (m) (vph) 1293 1229 383 417 v/c 0 . 01 0 . 02 0 . 14 0.26 I' 95% queue length 0 . 02 0 . 05 0 . 50 1 . 05 flontrol Delay 7 . 8 8 . 0 16 . 0 16 . 7 OS A A C C Approach Delay 16 . 0 16 .7 Approach LOS C C C n fl HCS2000 : Unsignalized Intersections Release 4 . 1d {//AAA /.,� W L Phone : Fax: E-Mail : ITWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: 10GC e Agency/Co. : r Date Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: 392 - 35 11 Jurisdiction: Units: U. S . Customary Analysis Year: EX ST LT TOT r Project ID: East/West Street : SH 392 t.a North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 n '"\I. L T R L T R Volume 10 325 5 20 265 5 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1. 00 1 . 00 Peak-15 Minute Volume 2 81 1 5 66 1 Hourly Flow Rate, HFR 10 325 5 20 265 5 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 11 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 rL T R L T R Volume 10 35 10 10 75 25 Peak Hour Factor, PHF 1 . 00 1 .00 1 . 00 1 . 00 1. 00 1 . 00 Peak-15 Minute Volume 2 9 2 2 19 6 Hourly Flow Rate, HFR 10 35 10 10 75 25 Percent Heavy Vehicles 2 2 2 2 2 2 r Percent Grade (%) 0 0 � ' Flared Approach: Exists?/Storage No / No / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR _Pedestrian Volumes and Adjustments l __ a Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 rLane 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 f _Upstream Signal Data f: Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet LI S2 Left-Turn Through 1 S5 Left-Turn ] Through rWorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles j — Movement 2 Movement 5 Shared In volume, major th vehicles: 325 265 Shared 1n volume, major rt vehicles: 5 5 ri Sat flow rate, major th vehicles: 1700 1700 i Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 17 Worksheet 4-Critical Gap and Follow-up Time Calculation - I imcritical Gap Calculation .ovement 1 4 7 8 9 10 11 12 L L L T R L T R f" t (c,base) 4 . 1 4 . 1 7. 1 6 .5 6 .2 7. 1 6 .5 6.2 • t (c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1.00 1 .00 1. 00 P(hv) 2 2 2 2 2 2 2 2 17 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. 00 0 .00 0 . 00 0 .00 0 . 00 0. 00 0 .00 t (c,T) : 1-stage 0 . 00 0 . 00 0 .00 0 .00 0 .00 0 . 00 0. 00 0 .00 rq 2-stage 0. 00 0 .00 1 . 00 1 .00 0 .00 1. 00 1. 00 0 .00 t (c) 1-stage 4 . 1 4 .1 7 . 1 6 .5 6 .2 7. 1 6. 5 6 .2 2-stage L Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 il L L L T R L T R t (f,base) 2 .20 2 .20 3 .50 4 .00 3 .30 3 .50 4 . 00 3 .30 t (f,HV) 0 . 90 0. 90 0 .90 0 .90 0 .90 0. 90 0. 90 0.90 P (HV) 2 2 2 2 2 2 2 2 r t (f) 2 .2 2 .2 3 . 5 4 . 0 3 .3 3 . 5 4 . 0 3 .3 E: Worksheet 5-Effect of Upstream Signals , 2omputation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 S V(t) V(l,prot) V(t) V(l,prot) V prog E: LTotal Saturation Flow Rat s (vph) Arrival Type IIEffective Green, g (sec) Cycle Length, C (sec) f Y (from Exhibit 16-11) ` _roportion vehicles arriving on green P 11 g (q1) g (q2) g(q) IComputation 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) k Smoothing Factor, F Proportion of conflicting flow, f r Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 . 000 0 . 000 r C . Computation 3-Platoon Event Periods Result Li p (5) 0 . 000 - p (dom) ✓ �y(subo) F bnstrained or unconstrained? Proportion ✓ unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II rP (1)— -- p (4) p (7) r! P (8) 4 P (9) p (l0) r p (11) p (12) Computation 4 and 5 11 Single-Stage Process ti Movement 1 4 7 8 9 10 11 12 L I, L T R L T R IV c,x 270 330 706 658 328 678 658 268 s c��''� Px V c,u,x / !: 1 r,x C plat,x Two-Stage Process 7 8 10 11 1 .l fry. -ti Stagel Stage2 Stagel Stage2 Stagel 'Li:age2 Stagel Stage2 r, V(c,x) s 1500 1500 1500 1500 ((x) ,, (c,u,x) I C (r,x) C (plat,x) r ------- Worksheet 6-Impedance and Capacity Equations PStep 1 : RT from Minor St . 9 12 Conflicting Flows 328 268 Potential Capacity 713 771 4; Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 713 771 Probability of Queue free St . 0 . 99 0 . 97 Step 2 : LT from Major St. 4 1 I Conflicting Flows 330 270 Potential Capacity 1229 1293 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 1229 1293 Probability of Queue free St . 0 . 98 0 . 99 - Maj L-Shared Prob Q free St . 0 . 98 0 . 99 {'�t ':: fltep 3 : TH from Minor St . 8 11 Conflicting Flows 658 658 Potential Capacity 384 384 ' Pedestrian Impedance Factor 1. 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 .97 0 . 97 r Movement Capacity 373 373 Probability of Queue free St . 0 . 91 0 . 80 Step 4 : LT from Minor St . 7 10 -- Conflicting Flows 706 678 Potential Capacity 351 366 r Pedestrian Impedance Factor 1 . 00 1. 00 Maj . L, Min T Impedance factor 0 . 78 0 . 88 Maj . L, Min T Adj . Imp Factor. 0 . 83 0 . 91 Cap. Adj . factor due to Impeding mvmnt 0 . 80 0 . 90 rMovement Capacity 281 328 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance r Step 3 : TH from Minor St . 8 11 Part 1 - First Stage cSonflicting Flows otential Capacity r Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . r r n n Part 2 - Second Stage � Conflicting Flows Ci Potential Capacity destrian Impedance Factor .ap. Adj . factor due to Impeding mvmnt Movement Capacity a Part 3 - Single Stage Conflicting Flows 658 658 „ Potential Capacity 384 384 Pedestrian Impedance Factor 1. 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 97 I r Movement Capacity 373 373 Result for 2 stage process: r a I y C t 373 373 I r Probability of Queue free St . 0 . 91 0 . 80 Step 4 : LT from Minor St . 7 10 rPart 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor r Cap. Adj . factor due to Impeding mvmnt Movement Capacity (Mart 2 - Second Stage I Conflicting Flows Potential Capacity Pedestrian Impedance Factor I Cap. Adj . factor due to Impeding mvmnt Movement Capacity rPart 3 - Single Stage Conflicting Flows 706 678 Potential Capacity 351 366 r Pedestrian Impedance Factor 1 . 00 1 . 00 Maj . L, Min T Impedance factor 0 . 78 0 . 88 Maj . L, Min T Adj . Imp Factor. 0 . 83 0 . 91 Cap. Adj . factor due to Impeding mvmnt 0 .80 0. 90 Li Movement Capacity 281 328 Results for Two-stage process: 4 a Y A C t 281 328 — -- Worksheet 8-Shared Lane Calculations Movement ----- 7 8 9 10 11 12 ri r -- L T R L T R ,Volume (vph) 10 35 10 10 75 25 Movement Capacity (vph) 281 373 713 328 373 771 Shared Lane Capacity (vph) 383 417 --- ____ --- --- [[�31 ' r) Worksheet 9-Computation of Effect of Flared Minor Street Approaches il Movement 7 8 9 10 11 12 L T R L T R rC sep --- 281 TT 373 713 328 373 771 Volume 10 35 10 10 75 25 Delay rl Q sep L Q sep +1 round (Qsep +1) i pm r n max IL, C sh 383 417 SUM C sep ' fl n C act rWorksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 —4 f7 Lane Config LTR LTR LTR LTR v (vph) 10 20 55 110 C(m) (vph) 1293 1229 383 417 U. v/c 0 . 01 0. 02 0 . 14 0 .26 - 95% queue length 0 .02 0. 05 0 . 50 1.05 ontrol Delay 7 .8 8 . 0 16 . 0 16. 7 S A A C C Approach Delay 16 . 0 16. 7 Approach LOS C C r: Worksheet 11-Shared Major LT Impedance and Delay r7 Movement 2 Movement 5 L. p(oj )---- 0 .99 0. 98 r v(il) , Volume for stream 2 or 5 325 265 v(i2) , Volume for stream 3 or 6 5 5 s (il) , Saturation flow rate for stream 2 or 5 1700 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 1700 r P* (oj ) 0. 99 0 .98 d(M,LT) , Delay for stream 1 or 4 7. 8 8 .0 N, Number of major street through lanes 1 1 r7 d(rank, 1) Delay for stream 2 or 5 0. 1 0.2 r 1 r r f.: HCS2000 : Unsignalized Intersections Relee 4 . 1d r. TWO-WAY STOP CONTROL SUMMARY nialyst : 10GC ..gency/Co. : i Date Performed: 9/6/200 Analysis Time Period: AM PM Intersection: 392 - 3 r Jurisdiction: i. Units: U. S . Customary Analysis Year: EX ST LT TOT r Project ID: East/West Street : SH 392 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 L _ Vehicle Volumes and Adjustments_____ Major Street : Approach Eastbound Westbound Movement 1 2 3 14 5 6 r L T R I L T R Volume 25 290 40 20 315 10 1 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1. 00 Hourly Flow Rate, HFR 25 290 40 20 315 10 Percent Heavy Vehicles 2 -- -- 2 -- -- r Median Type/Storage Undivided / C RT Channelized? Lanes 0 1 0 0 1 0 r. so onfiguration LTR LTR stream Signal? No No Minor Street : Approach Northbound Southbound Movement 7 8 9I 10 11 12 L T R L T R ✓ Volume 20 170 15 10 95 20 Peak Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Hourly Flow Rate, HFR 20 170 15 10 95 20 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 • Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 r Configuration LTR LTR Delay, Queue Length, and Level of Service _— r Approach EB WB Northbound Southbound Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR I LTR ri v (vph) 25 20 205 125 C (m) (vph) 1235 1229 334 334 v/c 0 . 02 0 . 02 0 .61 0 . 37 ET95% queue length 0 . 06 0 . 05 3 . 85 1. 69 "%Control Delay 8 . 0 8 . 0 31. 5 22 . 1 [ ,OS A A D C r. ApproachDelay 31 . 5 22 . 1 Approach LOS D C C C rHCS2000 : Unsignalized Intersections Release 4 . 1d fl �"1 L " Phone: Fax: E-Mail : n TWO-WAY STOP CONTROL (TWSC) ANALYSIS___ I C... Analyst : 10GC Agency/Co. : Date Performed: 9/6/2005 r Analysis Time Period: AM PM Intersection: 392 - 35 r3 Jurisdiction: Units: U. S. Customary Analysis Year: EX ST LT TOT Project ID: East/West Street: SH 392 4 North/South Street : CR 35 Intersection Orientation: EW Study period (hrs) : 0 .25 _Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 r [ ,— L T R L T R — 3 Volume 25 290 40 20 315 10 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 Peak-15 Minute Volume 6 72 10 5 79 2 r Hourly Flow Rate, HFR 25 290 40 20 315 10 Percent Heavy Vehicles 2 -- -- 2 -- -- rMedian Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 IL T R L T R Volume 20 170 15 10 95 20 Peak Hour Factor, PHF 1 . 00 1. 00 1 . 00 1. 00 1 . 00 1 . 00 Peak-15 Minute Volume 5 42 4 2 24 5 Hourly Flow Rate, HFR 20 170 15 10 95 20 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 L Flared Approach: Exists?/Storage No / No / RT Channelized? r Lanes 0 1 0 0 1 0 Configuration LTR LTR f^r -- rU Pedestrian Volumes and Adjustments ___ Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 (0) r Lane Width (ft) ' 12 .0 12 . 0 12 .0 12 . 0 Walking Speed (ft/sec) 4 .0 4 . 0 4 . 0 4 . 0 f" Percent Blockage 0 0 0 0 _—_Upstream Signal Data r: Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left-Turn — --- -- — Through il S5 Left-Turn Through rWorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 r7Shared In volume, major th vehicles: 290 315 Shared In volume, major rt vehicles: 40 10 Sat flow rate, major th vehicles: 1700 1700 II Sat flow rate, major rt vehicles: 1700 1700 " Number of major street through lanes: 1 1 PI Worksheet 4-Critical Gap and Follow-up Time Calculation r" pC ritical Gap Calculation f bvement 1 4 7 8 9 10 11 12 t,"" L L L T R L T R i ' t (c,base) 4 . 1 4 .1 7. 1 6 .5 6 .2 7 . 1 6 .5 6 .2 t . t (c,hv) 1. 00 1 .00 1. 00 1. 00 1. 00 1 .00 1. 00 1. 00 P(hv) 2 2 2 2 2 2 2 2 t (c,g) 0 .20 0.20 0. 10 0 .20 0.20 0 .10 [ 1 Grade/100 0 .00 0. 00 0. 00 0 . 00 0. 00 0 .00 t (3, 1t) 0 .00 0. 00 0 . 00 0 . 00 0 .00 0. 00 0. 00 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 t4 t (c) 1-stage 4 . 1 4 . 1 7. 1 6 .5 6 .2 7. 1 6 .5 6 .2 2-stage [1 Follow-Up Time Calculations -Movement 1 4 7 8 9 10 11 12 PIL L L T R L T R t1 -- - -- - t (f,base) 2 .20 2.20 3 .50 4 . 00 3 .30 3 . 50 4. 00 3 .30 t (f,HV) 0 .90 0 . 90 0. 90 0 .90 0 .90 0. 90 0.90 0.90 1 y P(HV) 2 2 2 2 2 2 2 2 t (f) 2 .2 2 .2 3 . 5 4 . 0 3 .3 3 . 5 4 . 0 3 .3 rWorksheet 5-Effect of Upstream Signals — • i omputation 1-Queue Clearance Time at Upstream SignalPI Movement 2 Movement 5 La V(t) V(1,prot) V(t) V(1,prot) -- V prog ---f C, Total Saturation Flow Rate, s (vph) rip) Arrival Type Effective Green, g (sec) rl Cycle Length, C (sec) ("No (from Exhibit 16-11) - 'roportion vehicles arriving on green P . l g(q1) g(q2) g(q) _______ t. Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V(1,prot) r alpha beta i Travel time, t (a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 .000 0. 000 li L ' Computation 3-Platoon Event Periods Result I p (2)r: 0. 000 p(5) 0. 000 p(dom) flrp(subo) lonstrained or unconstrained? Proportion 1� unblocked (1) (2) (3) 1t., for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II rp (1) p (4) p (7) P(8) E. p(9) p(10) I., : p(12) Computation 4 and 5 ElSingle-Stage Process ''- Movement 1 4 7 8 9 10 11 12 L L L T R L T R rV c,x 325 330 778 725 310 812 740 320 s E: Px V c,u,x r,x — E: C plat,x Two-Stage Process a 7 8 10 11 f 1. Stagel Stage2 Stagel Stage2 Stagel cage2 Stagel Stage2 r V(c,x) s 1500 1500 1500 1500 fl(x) r q(c,u,x) L C (r,x) r x) ----- C (plat,x) r Worksheet 6-Impedance and Capacity Equations t Step 1 : RT from Minor St . 9 12 r Conflicting Flows 310 320 Potential Capacity 730 721 • Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 730 721 ✓ Probability of Queue free St . 0 . 98 0 . 97 Step 2 : LT from Major St. 4 1 r Conflicting Flows 330 325 �`-' Potential Capacity 1229 1235 Pedestrian Impedance Factor 1. 00 1. 00 ✓ Movement Capacity 1229 1235 Probability of Queue free St. 0 .98 0 . 98 - �I Maj L-Shared Prob Q free St . 0 . 98 0 . 97 f4 Step 3 : TH from Minor St 8 11 ttt Conflicting Flows 725 740 r Potential Capacity 352 345 • Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 96 r Movement Capacity 336 330 Probability of Queue free St . 0 .49 0.71 ------ ------- -- Step 4 : LT from Minor St . 7 10 Conflicting Flows 778 812 Potential Capacity 314 298 r Pedestrian Impedance Factor 1 . 00 1 . 00 Maj . L, Min T Impedance factor 0 . 68 0 .47 Maj . L, Min T Adj . Imp Factor. 0.75 0 . 58 Cap. Adj . factor due to Impeding mvmnt 0 . 73 0 . 57 ; Movement Capacity 230 170 rWorksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St . 8 11 [ Part 1 - First Stage Ifonflicting Flows ffA�� . otential Capacity r Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . r n n Part 2 - Second Stage Conflicting Flows Potential Capacity eisNdestrian Impedance Factor . ap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage rConflicting Flows 725 740 Potential Capacity 352 345 Pedestrian Impedance Factor 1 . 00 1 . 00 Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 96 rMovement Capacity 336 330 Result for 2 stage process: r a C t 336 330 r Probability of Queue free St . 0 .49 0 . 71 Step 4 : LT from Minor St . 7 10 t Part 1 - First Stage Conflicting Flows Potential Capacity r Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt - (�''' /Movement Capacity En 'art 2 - Second Stage kkk Conflicting Flows Potential Capacity flPedestrian Impedance Factor ' Cap. Adj . factor due to Impeding mvmnt Movement Capacity t ' Part 3 - Single Stage Conflicting Flows 778 812 Potential Capacity 314 298 n[ Pedestrian Impedance Factor 1. 00 1 . 00 t• Maj . L, Min T Impedance factor 0 . 68 0 .47 Maj . L, Min T Adj . Imp Factor. 0 .75 0 .58 Cap. Adj . factor due to Impeding mvmnt 0 . 73 0 . 57 C Movement Capacity 230 170 Results for Two-stage process : a Y C t 230 170 r Worksheet 8-Shared Lane Calculations rMovement 7 8 9 10 11 12 EEE e L T R L T R rVolume (vph) 20 170 15 10 95 20 Movement Capacity (vph) 230 336 730 170 330 721 Shared Lane Capacity (vph) 334 334 ii r) rs Worksheet 9-Computation of Effect of Flared Minor Street Approaches riMovement 7 8 9 10 11 12 L T R L T R r s C sep ---- 230 336 730 170 330 721 Volume 20 170 15 10 95 20 Delay 1.1 Q sep 1 Q sep +1 round (Qsep +1) r7nmax --- -- — -- -------- _— ' C sh 334 334 SUM C sep n U C act 'A ► ' Worksheet 10-Delay, Queue Length, and Level of Service ca Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR ri v (vph) 25 20 205 125 r'! C (m) (vph) 1235 1229 334 334 v/c 0. 02 0 . 02 0.61 0. 37 _ 95 queue length 0. 06 0 . 05 3 . 85 1. 69 r4mControl Delay 8. 0 8 . 0 31 . 5 22 .1 7 F OS A A D C Approach Delay 31. 5 22 . 1 Approach LOS D C C ' Worksheet 11-Shared Major LT Impedance and Delay f — Movement 2 Movement 5 P(Oj ) 0 .98 0. 98 v(i1) , Volume for stream 2 or 5 290 315 ri v(i2) , Volume for stream 3 or 6 40 10 s (il) , Saturation flow rate for stream 2 or 5 1700 1700 s (i2) , Saturation flow rate for stream 3 or 6 1700 1700 il P* (oj ) 0 . 97 0. 98 d(M,LT) , Delay for stream 1 or 4 8. 0 8. 0 N, Number of major street through lanes 1 1 f7 d(rank, l) Delay for stream 2 or 5 0.2 0.2 f] r (4" tl E! A HCS2000: Unsignalized Intersections Release 4 .1d TWO-WAY STOP CONTROL SUMMARY ro (ialyst: GC Agency/Co. : 17 Date Performed: 6/2005 Analysis Time Period: PM Intersection: ACCESS - 35 a Jurisdiction: Units: U. S . Customary � Analysis Year: ST T TOT Project ID: East/West Street : ACCESS 1.1 North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0.25 t. Vehicle Volumes and Adjustments_ Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 LI L T R I L T R Volume 5 45 95 5 f: Peak-Hour Factor, PHF 1. 00 1 .00 1 .00 1. 00 Hourly Flow Rate, HFR 5 45 95 5 Percent Heavy Vehicles 0 -- -- -- -- � Median Type/Storage Undivided / t.j RT Channelized? Lanes 0 1 1 0 rm onfiguration LT TR r stream Signal? No No Minor Street : Approach Westbound Eastbound 11 Movement 7 8 9 I 10 11 12 L T R I L T R f4 Volume 10 5 Peak Hour Factor, PHF 1. 00 1 .00 Hourly Flow Rate, HFR 10 5 Percent Heavy Vehicles 0 0 f Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service____ ri Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I LR i v (vph) 5 -- — - 15 T C (m) (vph) 1505 877 v/c 0 . 00 0 .02 f: 95% queue length 0 . 01 0. 05 Control Delay 7 .4 9.2 OS A A 17 Approach Delay 9.2 [ ' Approach LOS A El n n HCS2000 : Unsignalized Intersections Release 4 . 1d i l A i: 17 Phone: Fax: E E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS '" Analyst: GC Agency/Co. : rDate Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: ACCESS - 35 [4 Jurisdiction: Units : U. S . Customary Analysis Year: ST LT TOT Project ID: 17 East/West Street : ACCESS 4 North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0 .25 L Vehicle Volumes and Adjustments - Major Street Movements 1 2 3 4 5 6 L T R L T R r ri* Volume 5 45 95 5 — Peak-Hour Factor, PHF 1 . 00 1 . 00 1. 00 1. 00 Peak-15 Minute Volume 1 11 24 1 17Hourly Flow Rate, HFR 5 45 95 5 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage Undivided / r7 RT Channelized? Lanes 0 1 1 0 Configuration LT TR 107 Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R r7 Volume 10 5 Peak Hour Factor, PHF 1. 00 1 . 00 r Peak-15 Minute Volume 2 1 Hourly Flow Rate, HFR 10 5 Percent Heavy Vehicles 0 0 rl Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / RT Channelized? �1 Lanes 0 0 L1 Configuration LR _ Pedestrian Volumes and Adjustments 17 Movements 13 14 15 16 _ Flow (ped/hr) _.______------p---- 0 ------o---- 0 -__ LLane Width (ft) 12 . 0 12 . 0 12 . 0 12 .0 Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 17 Percent Blockage 0 0 0 0 Upstream Signal Data__ Prog. Sat Arrival Green Cycle Prog. Distance • Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet LS2 Left-Turn Through S5 Left-Turn Through rWorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5il Shared In volume, major th vehicles: 45 Shared In 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 I t: Worksheet 4-Critical Gap and Follow-up Time Calculation - � ritical Gap Calculation vement 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.� t (c,hv) 1 . 00 1 . 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 P (hv) 0 0 0 r: 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 fl t (c) 1-stage 4 . 1 6 .4 6 .2 2-stage r: Follow-Up Time Calculations -�- Movement 1 4 7 8 9 10 11 12 L L L T R L T R f] 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 r'} P(HV) 0 0 0 ;+ t (f) 2 . 2 3 . 5 3 .3 flWorksheet 5-Effect of Upstream Signals ' -omputation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 1' V(t) V(1,prot) V(t) V(1,prot) ✓ prog � t ] t Total Saturation Flow Rate, s (vph) Arrival Type rEffective Green, g (sec) Cycle Length, C (sec) (from Exhibit 16-11) proportion vehicles arriving on green P E] g(q1) g (q2) g (q) • Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 ilV(t) V(1,prot) V(t) V(1 ,prot) ' alpha beta Travel time, t (a) (sec) il A Smoothing Factor, F • Proportion of conflicting flow, f Max platooned flow, V(c,max) 17 Min platooned flow, V(c,min) Duration of blocked period, t (p) Proportion time blocked, p 0 .000 0 .000 fl Computation 3-Platoon Event Periods Result il p (2) 0. 000 p(5) 0. 000 ------ — - p(dom) I! mR (subo) ` r lonstrained or.unconstrained? Proportion il unblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p(x) Process Stage I Stage II r7 p(1) p(4) p(7) np(8) p (9) p (10) flp (11) p (12) Computation 4 and 5 -- — 1.7 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 100 — — ---- 153 98 s Px f9 V c,u,x 17 C plat,x Two-Stage Process 7 8 10 11 n n 1.. Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 s 1500 �(x) in d (c, u,x) LI C (r,x) C (plat,x) ------ ------ ----- Worksheet 6-Impedance and Capacity Equations r Step 1 : RT from Minor St . 9 12 Conflicting Flows 98 ✓ Potential Capacity 963 -4 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 963 r Probability of Queue free St . 1 . 00 0 . 99 L' — Step 2 : LT from Major St. 4 1 r Conflicting Flows 100 Potential Capacity 1505 Pedestrian Impedance Factor 1 . 00 1. 00 ✓ Movement Capacity 1505 Probability of Queue free St . 1. 00 1. 00 r /'Maj L-Shared Prob Q free St . 1 . 00 ? tep 3 : TH from Minor St . 8 11 Conflicting Flows r Potential Capacity • Pedestrian Impedance Factor 1 . 00 1. 00 Cap. Adj . factor due to Impeding mvmnt 1 . 00 1. 00 r Movement Capacity Probability of Queue free St . 1 . 00 1 . 00 Step 4 : LT from Minor St . 7 10 • Conflicting Flows 153 Potential Capacity 843 rn Pedestrian Impedance Factor 1 . 00 1. 00 a Maj . L, Min T Impedance factor 1. 00 Maj . L, Min T Adj . Imp Factor. 1. 00 Cap . Adj . factor due to Impeding mvmnt 0 . 99 1 . 00 Movement Capacity 840 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance r Step 3 : TH from Minor St . 8 11 rL' Part 1 - First Stage LLL onSonflicting Flows ( otential Capacity rPedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . E] r) (I) Part 2 - Second Stage [1 Conflicting Flows ' Potential Capacity pedestrian Impedance Factor .:ap. Adj . factor due to Impeding mvmnt ElMovement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1 . 00 1.00 fRCap. Adj . factor due to Impeding mvmnt 1 .00 1. 00 ' Movement Capacity Result for 2 stage process : j [1 a C t Probability of Queue free St . 1 . 00 1. 00 Step 4 : LT from Minor St . 7 10 r7Part 1 First Stage -----� -- -- ----Conflicting Flows Po zential Capacity 1.1 Pedestrian Impedance Factor Cai.D. Adj . factor due to Impeding mvmnt Movement Capacity r' art 2 - Second Stage Conflicting Flows Potential Capacity rl Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity rPart 3 Single Stage Conflicting Flows 153 Potential Capacity 843 17 Pedestrian Impedance Factor 1 .00 1. 00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1. 00 r7 Cap. Adj . factor due to Impeding mvmnt 0. 99 1. 00 Movement Capacity 840 Results for Two-stage process: -- — r a v C - 840 Worksheet 8-Shared Lane Calculations rMovement 7 8 9 10 11 12 eft) L T R L T R lr Volume (vph) 10 5 1.1 Movement Capacity (vph) 840 963 Shared Lane Capacity (vph) 877 r] t 1 Worksheet 9-Computation of Effect of Flared Minor Street Approaches ri Movement 7 8 9 10 11 12 L T R L T R fl .. CSep840 963 J Volume 10 5 Delay fJ Q sep kL Q sep +1 round (Qsep +1) Eln max ------- -- C sh 877 SUM C sep �[''!� n Li C act rWorksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 r ' Lane Config LT LR v (vph) 5 15 C (m) (vph) 1505 877 • v/c 0. 00 0 .02 95% queue length 0 .01 0. 05 /''control Delay 7 .4 9.2 r ' OS A A Approach Delay 9.2 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 f v(il) , Volume for stream 2 or 5 45 v(i2) , Volume for stream 3 or 6 0 sill , Saturation flow rate for stream 2 or 5 1700 r s (i2) , Saturation flow rate for stream 3 or 6 1700 P* (oj ) 1. 00 d(M,LT) , Delay for stream 1 or 4 7.4 N, Number of major street through lanes 1 117 d(rank, l) Delay for stream 2 or 5 0 . 0 ri: fl r) ri F, on n `+ HCS2000 : Unsignalized Intersections Release 4 . 1d rTWO-WAY STOP CONTROL SUMMARY R �alyst : GC r��''''''III Agency/Co. : I Date Performed: 9/6/200 Analysis Time Period: AM PM Intersection: ACCESS - 35 in Jurisdiction: .. Units : U. S . Customary Analysis Year: ST LT TOT rProject ID: 6 ' East/West Street : ACCESS North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments____ Major Street : Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 200 130 10 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00 [[[[ Hourly Flow Rate, HFR 5 200 130 10 Percent Heavy Vehicles 0 -- -- -- -- r Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 rorkconfiguration LT TR i stream Signal? No No Minor Street : Approach Westbound Eastbound Movement 7 8 9I 10 11 12 L T R L T R r Volume 5 5 Peak Hour Factor, PHF 1 . 00 1 . 00 Hourly Flow Rate, HFR 5 5 r Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 !. Flared Approach: Exists?/Storage / No / Lanes 0 0 l Configuration LR r _ Delay, Queue Length, and Level of Service__ P~ Approach NB SB Westbound Eastbound 4" Movement 1 4 I 7 8 9 I 10 11 12 Lane Config LT I I LR r L. v (vph) 5 10 C(m) (vph) 1456 764 rv/c 0 . 00 0 . 01 95% queue length 0 . 01 0 . 04 /control Delay 7 . 5 9 . 8 um OS A A 6 !I Approach Delay 9 . 8 L.J Approach LOS A t , f r) O rHCS2000 : Unsignalized Intersections Release 4 . 1d I I (1 Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS t 'a Analyst : GC Agency/Co. : U Date Performed: 9/6/2005 Analysis Time Period: AM PM Intersection: ACCESS - 35 rJurisdiction: d Units: U. S. Customary i Analysis Year: ST LT TOT • Project ID: ri East/West Street : ACCESS North/South Street : CR 35 Intersection Orientation: NS Study period (hrs) : 0 . 25 11 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 � L T R L T R I Volume 5 200 130 10 Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1. 00 Peak-15 Minute Volume 1 50 32 2 127 A Hourly Flow Rate, HFR 5 200 130 10 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage Undivided / I. RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10_— 11 12 L T R L T R Volume 5 5 Peak Hour Factor, PHF 1 . 00 1 . 00 Peak-15 Minute Volume 9 1 1 ' Hourly Flow Rate, HFR 5 5 Percent Heavy Vehicles 0 0 Percent Grade (o) f0 0 . Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 0 L Configuration LR r Pedestrian Volumes and Adjustments Movements 13 14 15 16 ___ - JFlow (ped/hr) ----- ---- 0__._.___o_�- 0 0 I i: flo) �, J Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0 Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0 fl Percent Blockage 0 0 0 0 E:! Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet I fl S2 Left-Turn Through r S5 Left-Turn Through I rWorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 I -- — I Shared In volume, major th vehicles: --- 200 Shared In volume, major rt vehicles : 0 ll Sat flow rate, major th vehicles: 1700 i ' Sat flow rate, major rt vehicles: 1700 Number of major street through lanes : 1 . il _ Worksheet 4-Critical Gap and Follow-up Time Calculation Irm5ritical Gap Calculation - ovement 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 L., Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 r7L 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 [7 P (HV) 0 0 0 t (f) 2 .2 3 .5 3 . 3 El Worksheet 5-Effect of Upstream Signals fm -- ' ..o putation 1-Queue Clearance Time at Upstream Signal fl Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) V pro_— ------_ _--- -------11 ri r) Total Saturation Flow Rate, s (vph) Arrival Type t Effective Green, g (sec) cle Length, C (sec) (from Exhibit 16-11) flProportion vehicles arriving on green P g(q1) g(q2) rg(q) -- Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) ri alpha beta Travel time, t (a) (sec) Smoothing Factor, F Proportion of conflicting flow, f fl Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t (p) {[r Proportion time blocked, p 0 . 000 0 . 000 Computation 3-Platoon Event Periods Result -- i p (2) 0. 000 p (5) 0. 000 - p (dom) �(subo) onstrained or unconstrained? L. Proportion — --- — Junblocked (1) (2) (3) for minor Single-stage Two-Stage Process movements, p (x) Process Stage I Stage II p (4) 17 p (7) p (8) p (9) p (10) il p (11) p(12) 1. Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R f7 V c,x — — 140 345 135 s fl Px ? V c,u,x r,x riC plat,x Two-Stage Process 7 8 10 11 (..) r) !1Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 fl V(c,x) 1500 (x) V(c,u,x) C (plat ,x) Worksheet 6-Impedance and Capacity Equations , i: Step 1 : RT from Minor St . 9 12 Conflicting Flows 135 17 Potential Capacity 919 Pedestrian Impedance Factor 1 . 00 1 . 00 Movement Capacity 919 Probability of Queue free St . 1. 00 0 . 99 Step 2 : LT from Major St . 4 1 IConflicting Flows 140 Potential Capacity 1456 Pedestrian Impedance Factor 1 . 00 1. 00 17 Movement Capacity 1456 Probability of Queue free St . 1. 00 1. 00 Maj L-Shared Prob Q free St. 1. 00 % ,tep 3 : TH from Minor St. 8 11 Conflicting Flows -- — -- t Potential Capacity Pedestrian Impedance Factor 1. 00 1. 00 Cap . Adj . factor due to Impeding mvmnt 1 . 00 1. 00 r Movement Capacity Probability of Queue free St . 1 . 00 1. 00 Step 4 : from Minor St. 7 10 r7 Conflicting Flows ----------- 345 Potential Capacity 656 it 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 0 . 99 1 . 00 Movement Capacity 654 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St . --- 8 11 L Part 1 - First Stage - -- — conflicting Flows f:1 ' 2otential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity i. Probability of Queue free St . i] Part 2 - Second Stage Conflicting Flows tential Capacity destrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt > Movement Capacity E Part 3 - Single Stage Conflicting Flows L Potential Capacity Pedestrian Impedance Factor 1. 00 1 .00 Cap. Adj . factor due to Impeding mvmnt 1. 00 1 . 00 : f: Movement Capacity � Result for 2 stage process: _-- [ ` a ��.• y C t ' IProbability of Queue free St. 1 . 00 1. 00 Step 4 : LT from Minor St . 7 10 17 Part 1 - First Stage Conflicting Flows Potential Capacity fl Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity I TL. -Pi\ 'art 2 - Second Stage _ -- Conflicting Flows Potential Capacity . Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage I Conflicting Flows 345 Potential Capacity 656 11^ Pedestrian Impedance Factor 1 .00 1. 00 Maj . L, Min T Impedance factor 1 . 00 Maj . L, Min T Adj . Imp Factor. 1. 00 rCap. Adj . factor due to Impeding mvmnt 0. 99 1 .00 .J Movement Capacity 654 Results for Two-stage process: —_—` ila a y C t 654 ' 11 Worksheet 8-Shared Lane Calculations El Movement 7 8 9 10 11 12 lei)l L T R L T F R Volume (vph) 5 5 Movement Capacity (vph) 654 919 Shared Lane Capacity (vph) 764 1 p r) rot) Worksheet 9-Computation of Effect of Flared Minor Street Approaches f/''"Movement 7 8 9 10 11 12 i + L T R L T R raC sep 654 — 919 -- Volume 5 5 Delay Q sep [1 Q sep +1 round (Qsep +1)r7 n max -- --- ---- C sh 764 SUM C sep r] n C act rWorksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10---- 11 12 Lane Config LT LR v (vph)) 5 --_�.__—._---- --------i 10 3 3C(m) (vph) 1456 764 v/c 0 . 00 0 . 01 95% queue length 0 . 01 0. 04 ontrol Delay 7. 5 9. 8 OS A A 1." Approach Delay 9 .8 Approach LOS A 17 Worksheet 11-Shared Major LT Impedance and Delay [ Movement 2 Movement 5 p(oj ) 1. 00 1 .00 11 v(il) , Volume for stream 2 or 5 200 v(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 g P* (oj ) 1. 00 d(M,LT) , Delay for stream 1 or 4 7. 5 N, Number of major street through lanes 1 r7 d(rank, l) Delay for stream 2 or 5 0 . 0 El . r7 rva• 17 r Hello