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Home My WebLink About20042139 Tel: 303-792-2450 P.O. Box 260027 Fax: 3D3 792-5990 EUGENE G. COPPOLA P.E. Littleton,CO 80163-0027 September 6, 2002 Mr. Greg Bowdish PE Pickett Engineering 808 8th Street Greeley, CO 80631 RE: Gloraloma Traffic Impact Study Westside of WCR 19, North of WCR 22 Weld County, CO Dear Mr. Bowdish: As requested, I have assessed the traffic impacts of the proposed Gloraloma residential subdivision in Weld County, Colorado. When fully built, this property will have 16 residences with access to CR 19. The elements contained in this study were developed with input from Peter Schei representing Weld County. It was determined that a minor traffic impact study would be sufficient. In general, the study should assess current peak hour conditions on the adjacent street and evaluate the proposed site access points to CR 19. Additionally, any auxiliary lanes needed to serve this site should be identified. Key elements of the study are documented in the following sections of this letter. EXISTING CONDITIONS CR 19 is a paved two lane roadway. CR 22 is a two lane unpaved roadway located to the south of the site. The south boundary of the Gloraloma site is about 600 feet north of CR 22 with the south access located some 750 feet further north. The speed limit is 55 miles per hour. Traffic counts were conducted on CR 19 as part of this study. Current peak hour morning and afternoon peak hour and daily traffic is shown on Figure 1. This data reflects average conditions over a three day count period in late July, 2002. Per County seasonal 2004-2139 p factors, these counts are some 20% higher than average annual conditions on a daily basis. Traffic count sheets are attached. z 0 1 N m C, m e lb m LEGEND: XX/XX=AM/PM Peak Hour n =Daily Figure 1 CURRENT PEAK HOUR TRAFFIC L As indicated above, peak hour and daily traffic on CR 19 is moderate. SITE TRAFFIC This property will be divided into 16 lots; each planned to accommodate a single-family resi- dence. These 16 residences will generate the following traffic based upon Institute of Trans- portation Engineers (ITE) trip generation rates. 2 DAILY AM PEAK HOUR PM PEAK HOUR Use Size Rate Trips Rate In Out Rate In Out Single Family 16 D.U. 9.57 153 0.75 3 9 1.01 10 6 As indicated, the subdivision will generate 12 morning peak hour trips, 16 afternoon peak hour trips, and 153 trips per day. These trips are considered minor. Site traffic will have access to CR 19 via two street connections forming an internal loop road. Site traffic is expected to closely replicate current trends. This results in the distribu- tion of site traffic shown on Figure 2. This traffic will be realized at build-out. Ail North Access 2/1 1 1) t 4/2 —� zz r N r V South Access 1/1 —� t 2/2 Figure 2 LEGEND: XX/XX=AM/PM Peak Hour SITE TRAFFiC nom=nominal r'^1 3 FUTURE TRAFFIC Background traffic was estimated for conditions when Gloraloma will be fully built-out. While the precise year cannot be reasonably estimated,. some 4-6 years appears reasonable. Background traffic was developed by adjusting current traffic for seasonal fluctuations and then expanding it to approximate conditions in 2006—2008. A very conservative (high)an- nual growth rate in the range of 7% was used. Short-term total traffic which represents the combination of background and site traffic was developed. This reflects conditions with Glo- raloma fully developed. Short-term total peak hour total traffic is presented on Figure 3. cm re 2 0 CO M n Ac“ North Access 2/1 1 4/2 00 0 N O CO 0 A South Access 1/1 1 2/2 - Min co 0 LEGEND: XX/XX=AM/PM Peak Hour uo nom=nominal Figure 3 NOTE: CR 19 through traffic rounded to 5 vehicles. SHORT-TERM TOTAL TRAFFIC 4 MAR 04 't0.= 15:53 FR COLDWELL EictriVERe ELDR TO 19TO35566e96-17 x.0'.:96 . O REPLY ). REPLY ALL J. .0 FORWARD ). Z DELETI I I . ❑ PRINT I G^e-J7 .'iessae .-. r 9- in New Winder From: Dave Bressler <DBRESSL ERC co.weld.co.us> Add_to Ad()Less Book Date: Mon, 03 Mar 2003 15:49:22 -0700 To; edpruss`s.earthlink.com jcampain@aims.edu, DAVE Jacoby <OJACOBY@co.weld.co.us>, Kathy Baxley <KBAXLEY@co.weld.co.us>, LYLE ACHZIGER <LACHZIGE©co.weld.co.us>, MONICA Mika Cc: <MMIKA@co.weld.co.us>, Mitch Wagy <MWAGY@oo.weld.co us>, Paul Lafleur <PLafleur@co.weld.co.us>, ROD Deroo cRDEROO@co.weld.cc.us>, Robert Osborne <ROsborne@co.weld.co.us>, Rick Weber <RWEBER@co.weld.co.us>, jcampain2 @mindspring.com Subject: Glory Lorna Estates - EMS Access Dear Mr. ._uss : As requested, Weld ••: County Paramedic Services Paramedic ?3 drove by the weld County Road 22 & 19 location for your proposed development. Thera were, no new roads 3C..._., / egress routes apparent, but the crew did not nave a '" "1,Tuit time locating the ;general area today in the event emergency services were requested. Flease cotta::. us when there are more definitive access and egress routes established and we will be glad to review them. Thank you, Dave 3ressler, Director C REPLY I. v3 REPLY ALL I. 00 FORWARD I. _ DELITI I • ❑ PRINT O M ) Open en.._.essa_ge in New Windc.,y FUTURE OPERATING CONDITIONS r Capacity analyses were undertaken to evaluate future peak hour operating conditions. Prior to beginning these analyses, auxiliary lanes were investigated. This investigation used the latest version of CDOT's State Highway Access Code. Per this review, it was determined that no auxiliary lanes will be warranted at the CR 19—site access intersections. One ap- proach lane on each roadway will adequately serve traffic at these intersections. Capacity analyses were conducted using the short-term total traffic and the existing roadway geome- try. Future levels of service with this development fully built are presented below. MOVEMENT/ LEVEL OF SERVICE INTERSECTION CONTROL APPROACH AM Pk Hr PM Pk Hr CR 19-South Access Stop NB LT A A EyB�LT/RT A B yetal �', s f A A .. CR 19— North Access Stop NB LT A A EB LT/yRT A A �Y"to �`OerajG A ' As indicated, very acceptable operating conditions can be expected at build-out of this prop- erty. Conditions will operate at the highest attainable level of service. Capacity worksheets are attached. CONCLUSIONS Based upon the investigations, analyses, and findings documented above, the following can be concluded. • Current operating conditions in the area of the site are very acceptable. • When fully built-out Gloraloma will add 12 morning peak hour trips, 16 afternoon peak hour trips, and 153 daily trips to the area street system. These trips are considered minor. • No auxiliary lanes are needed in conjunction with this development. 5 • Future operating conditions with the property fully developed will remain very ac- ceptable. Operating conditions will in fad be at level of service 'A' which repre- sents the best attainable. In summary, the existing street system can easily absorb and accommodate traffic from the Gloraloma residential development. This is clearly demonstrated by level of service 'A' be- ing expected with a significant increase in regional traffic and Gloraloma fully built. Sincerely, i�ndmLluli� k,GEORGE Eugene G. Coppola P.E. �citoto Ae•lr.s's t Attachments ?*:D 15945 titir gN•F p 9T •• Q .. O.....NA� .• � iii • �.` v r-^ 6 n.e Weather „ Rocky Mountain Counts, LLC. ccara 4 } 1106 Cherry Court Site Code : 000000000252 -.tner Fort Lupton, CO 80621 Start Date: 07/30/2002 Street name :CF 19 NORTH OF CR 22 14,11-5B -N Phone (303) 641-0445 Fax (303) 857-9191 File L.D. : C:\PROGRAM 11 Begin Thur. 1 1-SB LN2B Page 2 2 Combined Fri. 1,0--.. 08/02 A.M. . Time 08/01 A.M. P.M. A.M. P.M. A.M. P.M. 2 Combined-.. 1"0"0 2 15 2 15 4 30 P.M. A.M. P.M. A.M. P.M. * � 0 4 1 6 1 10 • :t:lf 0 2 14 0 15 2 29 ` ` ` " ` + • 0 9 1 19 1 28 * * ' 2 9 1 1' 3 21 * ` • 4 * •0 11 0 1 0 23 ` ' % 0 15 1 1 1 31 * 4 * ``' 11:45 0 16 0 1 0 28 * 4 ' 12:09 0 10 2 1 2 27 * * ' _ - � �0 11 2 1 2 25 * ` 3 11 0 1 3 30 ' ' '"' 0 17 0 1 2 30 . * . • * * -..1. 0 42 * * * a 0 21 0 2 0 45 - 0 19 0 1 0 30 a ` ' 2 19 1 2 3 43 a ' 0 12 0 0 18 • ` ' ' 2 1 4 2 6 31 + . ' ` * • 0 1 2 1 2 22 * * ` ` ' * 04:45 0 1 2 1 27 * . a • 6 4 10 16 • • a • ' 05:-- 6 1 4 2 10 35 • . * + 0_ 10 1' 17 1 27 20 * a ' ' -:4- 9 13 1 22 20 • • * . . ' 8 1 8 1 16 29 • * ' 1,6:-' 15 6 21 13 * . * a °J` 30 13 1 43 20 . . * •• 4 ' 24 10 34 9 . + • *• 24 1 8 32 21 * • • ' * :15 11 7 18 7 * . ` ' 0': 9 1 15 24 21 '• p 10 18 28 * a • . • * -:01 18 1 18 36 1 * * ' • = 11 8 - 19 1 a . • a ` 1 15 26 a * . 4 ` ` = 1 5 10 25 1 * * 1 12 26 * * • _' 1' 1 11 26 a * 19:12 1 7 17 • 79:41 1 16 35 . .• • . . L. 2 10 34 . • . . �, 1 10 27 * . 3:35 1 13 29 . . . ', ' 9 17 a • . 1- 1 13 27 1 . . ' • 6 14 . . . . * • 14 20 . * . -1: ' 19 25 a * . *• ` Dayis 38 41 332 48 717 90 0 0 0 0 0 0 Totals 804 814 1618 0 0 0 t vocal 23.7 25.9 20.5% 29.7 . , a . 06:1 03:0 07:30 03:0 06:15 03:00 �c"F 9 7 59 8 130 160 .7 .9 .81 .8 .75 .88 Weather Rock Coun:ed by: y Mountain Counts, LLC. _care 1106 Cherry Court Site Code : 000000000252 Fort Lupton, CO 80621 Start Date: 07/30/2002 "° ` Phone (303) 641-0445 Fax (303) 857-9191 File I.D. C:\PROGRAM FI 'creal nave :CR 19 NORTH OF CR 22 Begin Tues. 1 2 Combined Wed. LN2-NB 1 Wed. 1 2 Combined ft.'s,. Time 07/30 A.M. P.M. A.M. P.M A.M. P.M. 07/31 A.M. P.M. A.M. P.M. A.M. P.M. 2`00 1 13 0 �; 3 20 1 2 4 0 2 0 1 0 13 1 16 3 12 0 13 3 25 - 0 9 0 18 0 27 12:45 0 16 0 1 0 28 0 10 1 5 3 17 1 11 4 6 4 31 1 11 1 2 18 1 11 1 2 18 1 11 0 20 1 31 0 0 1 0 36 1 23 0 11 1 34 = 0 9 0 2 0 29 0 13 1 11 1 24 „� _ 1 15 0 1 1 29 0 17 1 12 1 29 - 0 19 0 1 0 0 14 0 11 0 25 _ 0 16 0 1 0 28 5 2 18 1 16 3 34 2 6 1 1 3 23 0 9 0 7 2 16 02:40 15 0 2 0 35 2 16 0 11 2 27 3:12 18 1 1 3 35 0 18 1 17 2 35 2:30 1 9 0 1 17 1 7 1 20 2 27 03:45 1 13 0 1 1 27 0 13 0 13 2 24 0 9 1 1 1 22 2 13 0 13 2 26 o 14 1 1 1 33 1 9 0 15 1 24 11 1 1 3 27 1 10 1 24 2 34 0 14 0 2 0 37 1 10 2 22 2 32 1 8 2 1 13 0 11 1 24 7 19 5 1 12 37 22 5 12 0 19 5 31 3 14 9 18 °i 15 5 4 1 19 05:4_' 16 12 30 8 10 13 1 21 27 19 24 8 17 20 41 05:06:00 9 11 12 21 20 9 116 9 10 18 16 05::5 19 7 5 24 15 14 9 16 23 27 19 7 10 5 29 12 0e:5C 23 7 14 2 37 6:45 42 3 12 1 29 42 5 18 12 60 17 `i7:14: 10 7 7 1 17 1717 26 6 12 7 38 13 20 6 12 32 10 6 1 17 6 23 7 - 18 6 1120 4 93 29 7 13 8 21 29 11 18 4 13 7 31 11 32 13 16 1 14 6 30 7 36O::1'4 16 1 6 1` 16 2 11 22 7 18 5 15 2 33 7 ':66 :30 16 3 8 24 5 16 2 10 4 27 06:43 16 7 5 21 1524 7 12 1 10 5 36 8 5 5 18 23 11 3 5 21 8 18 5 18 36 77 11 3 14 7 25 10 4 13 6 I 23 36 9 20 2 14 2 34 5 19:43 12 5 1 17 29 6 10 5 13 0 23 5 17 5 I 13 30 11 13 1 11 2 24 ' 1.: 6 7 9 15 9 5 0 3 13 3 18 5 I 13 31 5 16 8 11 1 27 9 20 5 20 1 40 6 17 4 I 7 7 26 1 24 10 18 2 14 1 32 3 12 0 I 17 P9 1 15 3 19 3 26 6 12 0 1 7 19 2 5 0 119 3 14 3 17 1 12 2 1 18 30 30 28 1 nca-s 424 418 324 47 748 889 8 1 3 0 11 1 I Day Totals 842 795 1637 443 390 317 439 760 929 6 % Total 25.9% 25.5% 19.7% 28.7 27.8% 244..258 19.9% 27 27. 1589 .68 Peaks 06:30 01:30 09:00 04:1 06:30 01:30 Volume 95 65 76 7 140 129 06101 01:15 06:15 04:15 06:00 04:45 °.H.E. .56 .73 .82 .7 .64 .89 101 67 57 76 150 126 .60 .72 .79 .79 .62 .76 HCS2000 : Unsig''ized Intersections Release 4 .''% TWO-WAY STOP CONTROL SUMMARY Analyst: GC Agency/Co. : ^'te Performed: 5/2002 .alysis Time Period: PM Intersection: RTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 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 I L T R Volume 1 50 115 1 Peak-Hour Factor, PHF 0 .90 0.90 0.90 0. 90 Hourly Flow Rate, HFR 1 55 127 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street : Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R fume 2 4 Peak Hour Factor, PHF 0. 90 0 .90 Hourly Flow Rate, HFR 2 4 Percent Heavy Vehicles 0 0 Percent Grade (U) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LT LR v (vph) 1 6 C(m) (vph) 1470 884 v/c 0. 00 0. 01 95% queue length 0.00 0.02 Control Delay 7 .5 9.1 LOS A A Approach Delay 9. 1 Approach LOS A HCS2000 : Unsignalized Intersections Release 4 . 1b ) Phone: E-Mail: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS .alyst: GC Agency/Co. : Date Performed: 9/5/2002 - Analysis Time Period: AM PM Intersection: NORTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 L T 5 R L R T R Volume 1 50 Peak-Hour Factor, PHF 0.90 0 .90 0.9 0 3 .9 Peak-15 Minute Volume 0 0 0.90 14 Hourly Flow Rate, HFR 1 55 32 0 Percent Heavy Vehicles 0 -- -- -- 1 Median Type Undivided RT Channelized? Lanes 0 1 Configuration 1 0 LT Upstream Signal? No - No TR '' Tor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF 2 4 Peak-15 Minute Volume 0.90 1 .90 Hourly Flow Rate, HFR 1 1 Percent Heavy Vehicles 2 4 Percent Grade (%) - 0 0 0 0 Median Storage Flared Approach: Exists? Storage No RT Channelized? Lanes Configuration 0 0 1 LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12 .0 12 . 0 12 .0 12.0 Walking Speed (ft/sec) 4.0 4 .0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data 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 Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 'ared In volume, major th vehicles: 55 Bred In volume, major rt vehicles: 1 Sat flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 - Number of major street through lanes: Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 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 2-stage 6.4 6.2 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t (f,base) 2 .20 3 . 50 3 .30 tom" HV) 0.90 0.90 0. 90 0.90 0.90 0.90 0.90 0.90 1 7) t (f) 2 .2 0 3 .5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) g(q2) g(q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(l,prot) alpha beta Tr3Xe1 time, t (a) (sec) Sus thing Factor, F Prut,ortion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Proportion time blocked, p )r 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) , subo) istrained or unconstrained? Proportion unblocked (1) (2) for minor Single-stage (s) movements, Two-Stage Process p (x) Process Stage I Stage II p(1) p(4) p(7) p(8) p(9) p(10) p(11) p (12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x s 128 185 128 Px V c,u,x C r,x C plat,x i -Stage Process 7 8 10 11 Stager Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) x) s P(x) 1700 V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows Potential Capacity 128 Pedestrian Impedance Factor 1.00 1.0 127 .0 Movement Capacity0 927 Probability of Queue free St. 1.00 1.00 Step 2 : LT from Major St. 4 1 Conflicting Flows Potential Capacity 128 Pestrian Impedance Factor 1470 Mc ..ent Capacity 1.00 1. 00 Prc,.,ability of Queue free St. 1.00 Maj L-Shared Prob Q free St. 1.00 1.00 1.00 -r —•_ —�..•... •aa aavL Jl.. 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity Probability of Queue free St. 1.00 1.00 .p 4 : LT from Minor St. 7 10 Conflicting Flows - 185 Potential Capacity 809 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 808 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Can. Adj . factor due to Impeding mvmnt ''"sment Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity Result for 2 stage process: a • C t Probability of Queue free St. 1.00 1.00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor q?... Adj . factor due to Impeding mvmnt :ment Capacity Part 3 - Single Stage Conflicting Flows 185 Pedestrian Impedance Factor 809 Maj . L, Min T Impedance factor 1.00 1.00 , Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 Movement Capacity 1.00 1.00 808 Results for Two-stage process: ...0-- C t 808 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) Movement Capacity (vph) 2 4 Shared Lane Capacity (vph) 808 927 884 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 it L T R L 12 C sep T R Volume 808 927 Delay 2 4 Q sep Q sep +1 round (Qsep +1) n max C sh Sr- C sep 884 n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 Lane Config LT 8 9 10 11 12 LR v (vph) 1 C(m) (vph) 1470 6 884 v/c 0.00 95% queue length 0. 00 0.01 Control Delay 7,5 0.02 LOS A 9.1 Approach Delay A Approach LOS 9. 1 A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 P(oj ) v(i1) , Volume for stream 2 or 5 1.00 1. 00 v(i2) , Volume for stream 3 or 6 55 5 (11) , Saturation flow rate for stream 2 or 5 0 s (izj Saturation flow rate for stream 3 or 6 1700 P* ) 1700 d(M,,,T) , Delay for stream 1 or 4 7. 50 N, Number of major street through lanes 1.5 d(rank, l) Delay for stream 2 or 5 1 0.0 HCS2000: Unsig. )ized Intersections Release 4.' TWO-WAY STOP CONTROL SUMMARY Analyst: GC Agency/Co. : Date Performed: 9/5/2002 g .'oalysis Time Period: AM tersection: NORTH ACCESS - CR 19 Jurisdiction: - Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 Intersection Orientation: NS Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 Southbound 2 3 I 4 5 6 L T R L T R Volume 3 85 Peak-Hour Factor, PHF 0 .90 0.90 60 3 Hourly Flow Rate, HFR 0.90 0. 90 3 94 66 Percent Heavy Vehicles 0 -- -- -- 3 Median Type Undivided RT Channelized? Lanes 0 1 Configuration 1 0 LT Upstream Signal? TR No No Minor Street: Approach Westbound Movement 7 Eastbound 8 9 I 10 11 12 L T R L T R " ume k Hour Factor, PHF 1 2 Hourly Flow Rate, HFR 0.90 2. 90 Percent Heavy Vehicles 0 2 Percent Grade (%) 0 0 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes Configuration 0 0 LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LT LR v (vph) 3 C(m) (vph) 1545 3 v/c 0.00 935 95% queue length 0.01 0. 00 Control Delay 7.3 0.01 LOS A 8.9 Approach Delay A Approach LOS 8 .9 A HCS2000: Unsignalized Intersections Release 4 .1b -) Phone: E-Mail : Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS alyst: GC 'Agency/Co. : Date Performed: 9/5/2002 - _ Analysis Time Period: AM PM Intersection: NORTH ACCESS - CR 19 Jurisdiction: Units : U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 Intersection Orientation: NS Study period (hrs) : 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 —C-6-------- L T R L T R Volume 3 85 Peak-Hour Factor, PHF 0. 90 0.90 60 3 Peak-15 Minute Volume 1 24 1.90 0.90 Hourly Flow Rate, HFR 3 94 17 3 Percent Heavy Vehicles 0 -- -- -66 - 3 Median Type Undivided RT Channelized? Lanes 0 1 Configuration LT 1 0 Upstream Signal? No TR No M^or Street Movements 7 8 9 L T 10 11 12 R L T R Volume Peak Hour Factor, PHF 1 2 Peak-15 Minute Volume 0.90 0.90 Hourly Flow Rate, HFR 0 1 Percent Heavy Vehicles 1 2 Percent Grade (%) 0 0 0 0 Median Storage Flared Approach: Exists? Storage No RT Channelized? Lanes Configuration 00 LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped hr) 0 0 Lane Width (ft) 0 1 12.0 12.0 4.0. 12 . 0 walking Speed (ft/sec) 4 .0 4. 0 Percent Blockage 00 00.0 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 S2 Left-Turn Through vy Through t Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 S`-ed In volume, major th vehicles: 94 S . _ed 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 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R tLbase) 2 .20 3 .50 3 .30 t WV) 0.90 0.90 0.90 0 .90 0 .90 0 .90 0.90 0.90 Pt-J) 0 0 0 t (f) 2 .2 3 .5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(l,prot) ✓ prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) 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) alpha beta T7^•el time, t (a) (sec) S. thing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Proportion time blocked, p, r 'T)1 0.000 ; 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p (5) p(dom) 0.000 bubo) istrained or unconstrained? Proportion unblocked (1) (2) for minor Single-stage {s) movements, p(x) Two-Stage Process Process Stage I Stage II p(1) p(4) p(7) p (8) p(9) p (10) p(11) p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x s 69 168 68 Px V c,u,x C r,x C..22.at,x T'. Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s P(x) 1700 V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows Potential Capacity 68 Pedestrian Impedance Factor 1. 00 1. 00 Movement Capacity 1.00 Probability of Queue free St. 1 1.00 00 1.00 Step 2 : LT from Major St. 4 1 Conflicting Flows Potential Capacity 69 Pe 1 estrian Impedance Factor 1. 00 Mo ant Capacity .00 1. 00 Probability of Queue free St. 1545 Maj L-Shared Prob Q free St. 1.00 1. 00 1.00 _-..t. .. �...... u�..vi uu. O it Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity Probability of Queue free St. 1.00 1.00 d 4 : LT from Minor St . 7 10 Conflicting Flows - 168 Potential Capacity 827 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 825 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cam. Adj . factor due to Impeding mvmnt Mr mment Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cam- Adj . factor due to Impeding mvmnt M ment Capacity Part 3 - Single Stage Conflicting Flows 168 Pedestrian Impedance Factor ` ') 827 Maj . L, Min T Impedance factor 1.00 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 Movement Capacity 1.00 1. 00 825 Results for Two-stage process: C t 825 Worksheet 8-Shared Lane Calculations Movement 7 e 9 10 11 L T R L 12 T R Volume (vph) Movement Capacity (vph) 1 2 Shared Lane Capacity (vph) 825 1001 935 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 L T 9 10 11 12 R L T R C sep Volume 825 1001 Delay 1 2 Q sep Q sep +1 round (Qsep +1) n max C sh C sep 935 C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 Lane Config LT 9 10 11 12 LR v (vph) 3 C(m) (vph) 1545 3 v/c 0. 00 935 956 queue length 0. 01 0.00 Control Delay 7,3 0. 01 LOS A 8. 9 Approach Delay A Approach LOS 8 .9 A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj ) 1. 00 v(il) , Volume for stream 2 or 5 1. 00 v(i2) , Volume for stream 3 or 6 94 0 s (il) , Saturation flow rate for stream 2 or 5 s (}.2,) , Saturation flow rate for stream 3 or 6 1700 P+ ; ) 1700 d(i•,,LT) , Delay for stream 1 or 4 7. 30 N, Number of major street through lanes 7.3 d(rank, l) Delay for stream 2 or 5 1 0.0 HCS2000: Unsigic )Lzed Intersections Release 4 .1, TWO-WAY STOP CONTROL SUMMARY Analyst: GC Agency/Co. : Date Performed: 95/2002 "Ilysis Time Period: (,U4) PM .;ersection: UTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary - Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street: CR 19 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 1 50 120 1 Peak-Hour Factor, PHF 0 .90 0.90 0 .90 0.90 Hourly Flow Rate, HFR 1 55 133 1 Percent Heavy Vehicles 0 -- -_ -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R ` ime 1 2 1-�ak Hour Factor, PHF 0.90 0.90 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB . Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 1 3 C(m) (vph) 1463 877 v/c 0.00 0.00 95% queue length 0.00 0 .01 Control Delay 7.5 9.1 LOS A A Approach Delay 9.1 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS . .alyst: GC Agency/Co. : Date Performed: 9/5/2002 Analysis Time Period: AM PM Intersection: SOUTH ACCESS - CR 19 Jurisdiction: Units : U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street : CR 19 Intersection Orientation: NS 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 1 50 120 1 Peak-Hour Factor, PHF 0 . 90 0.90 0.90 0.90 Peak-15 Minute Volume 0 14 33 0 Hourly Flow Rate, HFR 1 55 133 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT . TR Upstream Signal? No No . Dr Street Movements 7 8 9 10 11 12 L T R L T R Volume 1 2 Peak Hour Factor, PHF 0.90 0.90 Peak-15 Minute Volume 0 1 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12 .0 12.0 12 .0 Walking Speed (ft/sec) 4 .0 4 .0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data 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 S5 Lett-Turn Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 S: :d 1n volume, major th vehicles: 55 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 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t - base) 2 .20 3 .50 3 .30 t ,HV) 0. 90 0.90 0.90 0. 90 0 .90 0.90 0.90 0. 90 P(HV) 0 0 0 t (f) 2 .2 3 .5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(l,prot) ✓ prog Total Saturation Flow Rate, s (vph) _ Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) 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) alpha 19.4a ' vel time, t (a) (sec) S oothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) u,.cLncu periou, cbpl Proportion time blocked, p 1 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) Bubo) .istrained or unconstrained? Proportion 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) P(8) p(9) p(10) p(11) p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 134 191 134 s Px V c,u,x C r,x C,lat,x 7...,-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1700 P (x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 134 Potential Capacity 920 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity - 920 Probability of Queue free St. 1.00 1. 00 Step 2 : LT from Major St. 4 1 Conflicting Flows - 134 Potential Capacity 1463 Pedestrian Impedance Factor 1.00 1.00 M ment Capacity 1463 Probability of Queue free St. 1.00 1. 00 Maj L-Shared Prob Q free St. 1. 00 step 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 Movement Capacity P Qbability of Queue free St. 1.00 1.00 S..ap 4 : LT from Minor St. 7 10 Conflicting Flows - 191 Potential Capacity 803 Pedestrian Impedance Factor 1.00 1.00 Maj . L, MinT Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 802 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor c.>o. Adj . factor due to Impeding mvmnt D :ment Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1 .00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage �. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cr' Adj . factor due to Impeding mvmnt M. .ment Capacity Part 3 - Single Stage Conflicting Flows 191 rVLGaSLias ...aeat-sLy ouJ Pedestrian Impedance Factor . -1 1.00 1.00 Maj . L, Min T Impedance facto 1.00 , Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 802 Results for Two-stage process: a y C t 802 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 1 2 Movement Capacity (vph) 802 920 Shared Lane Capacity (vph) 877 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 802 920 Volume 1 2 Delay Q sep Q sep +1 round (Qsep +1) n max CA. 877 S' C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 1 3 C(m) (vph) 1463 877 v/c 0 . 00 0.00 95% queue length 0. 00 0. 01 Control Delay 7.5 9.1 LOS A A Approach Delay 9. 1 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj ) 1.00 1. 00 v(il) , Volume for stream 2 or 5 55 v(i2) , Volume for stream 3 or 6 0 s (il) , Saturation flow rate for stream 2 or 5 1700 s ) , Saturation flow rate for stream 3 or 6 1700 P j ) 1.00 d(M,LT) , Delay for stream 1 or 4 7 .5 N, Number of major street through lanes 1 d(rank, l) Delay for stream 2 or 5 0 .0 HCS2000: Unsig ized Intersections Release 4." TWO-WAY STOP CONTROL SUMMARY Analyst: GC Agency/Co. : Date Performed: 9/5/2002 '�alysis Time Period: AM .tersection: SOUTH ACC SS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street: CR 19 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 I L T R Volume 3 85 60 1 Peak-Hour Factor, PHF 0 .90 0.90 0 .90 0. 90 Hourly Flow Rate, HFR 3 94 66 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R r-- me 1 2 Pak Hour Factor, PHF 0.90 0. 90 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 3 3 C(m) (vph) 1547 937 v/c 0.00 0 .00 95% queue length 0.01 0.01 Control Delay 7.3 8 .9 LOS A A Approach Delay 8 .9 Approach LOS A HCS2000: Unsignalized Intersections Release 4.1b Phone: Fax: E-Mail : TWO-WAY STOP CONTROL(TWSC) ANALYSIS 1,....l ys t: GC Agency/Co. : Date Performed: 9/5/2002 Analysis Time Period: AM PM Intersection: SOUTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street: CR 19 • Intersection Orientation: NS 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 3 85 60 1 Peak-Hour Factor, PHF 0. 90 0.90 0. 90 0.90 Peak-15 Minute Volume 1 24 17 0 Hourly Flow Rate, HFR 3 94 66 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT . TR TR Upstream Signal? No No f :r Street Movements 7 8 9 10 11 12 L T R L T R Volume 1 2 Peak Hour Factor, PHF 0.90 0.90 Peak-15 Minute Volume 0 1 Hourly Flow Rate, HFR 1 ' 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12 .0 12 .0 12 .0 12.0 Walking Speed (ft/sec) 4.0 4 . 0 4.0 4. 0 Percent Blockage 0 0 0 0. Upstream Signal Data 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 Through j Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 r" ed In volume, major th vehicles: 94 E red 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 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 .1Q 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t (f,base) 2 .20 3 .50 3 .30 0 . 90 0.90 0.90 0. 90 0.90 0.90 0 .90 0.90 P , .✓) 0 0 0 t (f) 2 .2 3 .5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) ✓ prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) g(q2) 9(q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V(1,prot) alpha beta Tvzrel time, t(a) (sec) S thing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Luracion oi. vlocKea peraou, Ctwl Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p(5) 0.000 P(do) p •)o) Co.. crained or unconstrained? Proportion 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) p(8) p(9) p(10) p(11) p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 67 166 66 s Px V c,u,x C r,x C yLa t,x Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1700 P(x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 66 Potential Capacity 1003 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1003 Probability of Queue free St. 1.00 1.00 Step 2 : LT from Major St. 4 1 Conflicting Flows 67 Potential Capacity 1547 Pe^strian Impedance Factor 1.00 1.00 ML .vent Capacity 1547 Probability of Queue free St. 1.00 1.00 Maj L-Shared Prob Q free St. 1 .00 s“ aavw u,.uva 0L. o it Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity Probability of Queue free St. 1.00 1.00 SL 4 : LT from Minor St . 7 10 Conflicting Flows -166 Potential Capacity 829 Pedestrian Impedance Factor 1.00 1. 00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 827 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor -- Cap,, Adj . factor due to Impeding mvmnt Mc' lent Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1. 00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Car- Adj . factor due to Impeding mvmnt Mc .lent Capacity Part 3 - Single Stage Conflicting Flows 166 Potential Capacity 829 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 827 Results for Two-stage process: y C t 827 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 1 2 Movement Capacity (vph) 827 1003 Shared Lane Capacity (vph) 937 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 827 1003 Volume 1 2 Delay Q sep Q sep +1 round (Qsep +1) n max 937 S C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 3 3 C(m) (vph) 1547 937 v/c 0 .00 0.00 95% queue length 0.01 0.01 Control Delay 7.3 8 .9 LOS A A Approach Delay 8.9 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (Oj) 1.00 1 .00 v(il) , Volume for stream 2 or 5 94 v(i2) , Volume for stream 3 or 6 0 s (iil) , Saturation flow rate for stream 2 or 5 1700 s ' Saturation flow rate for stream 3 or 6 1700 P* , j) 1.00 d(M,LT) , Delay for stream 1 or 4 7.3 N, Number of major street through lanes 1 d(rank, l) Delay for stream 2 or 5 0.0 Affiant: James Benner,North American Resources Company Lease Extended: Jack O. Eckstine, et. ux. to T.S. Pace @ 623-1544890 Michael Eckstine to W.B. Macey & Paul M. Mershon @ 950- 1872025 Farmers Reservoir to Macey & Mershon @ 1118-2059797 Ruth Schlieker, et. vir to W. B. Macey &Paul M. Mershon, Jr. @ 775-1697439 (NE1/4) Archie Sprague to W. B. Macey & Paul M. Mershon, Jr. @ 775-1697438 (NE1/4) Farmers Reservoir to Bel Oil @ 650-1572094 Producing Well: Sprague #3-9 Well Location: T2N-R67W, 6th P.M., Section 9: NE1/4 SE1/4 83. Instrument: Assignment and Bill of Sale Date: 12-15-97, effective 12-1-97 Recorded: Rec.# 2592990 Recording Date: 2-6-98 Assignor: Amoco Production Company Assignee: HS Resources, Inc. Conveys: "All of Assignor's right, title and interest in, to an under, or derived from the oil and gas leasehold interests, fee interests, royalty interests, overriding royalty interests, mineral interests, production payments, net profits interests and surface interests which are described in Exhibit"A" and all rights..appurtenant.. All of the Assignor's right title and interest in....presently existing and valid unitization, communitization and pooling declarations, orders, and agreements (voluntarily and under order)..to the extent they relate to ..interests ..in Exhibit"A" All of Assignor's right, title, and interest in....presently existing and valid oil sales contracts, casinghead gas sales contracts, gas sales contracts..processing, gathering..transportation... rights-of- way, surface and subsurface leases,permits, farmout/farmin contracts, and other contracts.... described in Exhibit"B"...to the extent they relate to any of the interests which are described in Exhibit"A"..or the production of oil, gas, or other hydrocarbon...attributable thereto.... improvements, fixtures, equipment..geological and/or geophysical information..and data..oil, gas, and mineral leases,royalties.."..etc., all ...right,title, and interest in and to ...the partnerships described in Exhibit"C".. And, all of Assignor's right, title, and interest in and to all oil, gas and mineral leases, fee interests, royalties, overriding royalties... and all other interest of every kind...located in Weld, Adams, Boulder, Arapahoe and Larimer Counties...." -29- Phone: Fax: E-Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: GC Agency/Co. : Date Performed: 9/5/2002 Analysis Time Period: AM PM Intersection: NORTH ACCESS - CR 19 Jurisdiction: Units: U. S . Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 Intersection Orientation: NS 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 1 50 115 1 Peak-Hour Factor, PHF 0. 90 0 .90 0. 90 0. 90 Peak-15 Minute Volume 0 14 32 0 Hourly Flow Rate, HFR 1 55 127 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No ..-nor Street Movements 7 8 9 10 11 12 L T R L T R Volume 2 4 Peak Hour Factor, PHF 0.90 0.90 Peak-15 Minute Volume 1 1 Hourly Flow Rate, HFR 2 4 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration 1 LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12 . 0 12 .0 12.0 12 .0 Walking Speed (ft/sec) 4 .0 4 .0 4.0 4 .0 Percent Blockage 0 0 0 0 Upstream Signal Data 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 S5 Lett-Turn Through ^ ^� Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 ared In volume, major th vehicles: 55 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 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R `,base) 2 .20 3 .50 3 .30 ,f,HV) 0 .90 0. 90 0. 90 0. 90 0. 90 0 . 90 0. 90 0. 90 P(HV) 0 0 0 t (f) 2 .2 3 . 5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(4l) 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) alpha )p ata vel 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, ,L p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) 0.000 p (5) 0 .000 r(dom) ;subo) Constrained or unconstrained? Proportion 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) p (8) p (9) p(10) p(11) p (12) Computation. 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 128 185 128 s Px V c,u,x C r,x ^olat,x Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1700 P(x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 128 Potential Capacity 927 Pedestrian Impedance Factor 1.00 1. 00 Movement Capacity 927 Probability of Queue free St. 1.00 1. 00 Step 2 : LT from Major St. 4 1 Conflicting Flows 128 P$ tential Capacity 1470 '.estrian Impedance Factor 1.00 1. 00 1,..,vement Capacity 1470 Probability of Queue free St . 1 .00 1.00 Maj L-Shared Prob Q free St. 1. 00 Step 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 Movement Capacity ^obability of Queue free St. 1 .00 1 .00 Step 4 : LT from Minor St. 7 10 Conflicting Flows 185 Potential Capacity 809 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 1 .00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 808 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St . Part 2 - Second Stage Conflicting Flows Potential Capacity $Pedestrian Impedance Factor ). Adj . factor due to Impeding mvmnt ,. vement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1. 00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 2. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 185 Potential Capacity �.. 809 Pedestrian Impedance Factor 1.00 1 . 00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity 808 "sults for Two-stage process: y C t 808 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 2 4 Movement Capacity (vph) 808 927 Shared Lane Capacity (vph) 884 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 808 927 Volume 2 4 Delay Q sep Q sep +1 round (Qsep +1) n max ^'h 884 .4 C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 1 6 C (m) (vph) 1470 884 v/c 0.00 0 .01 95% queue length 0. 00 0 .02 Control Delay 7.5 9.1 LOS A A Approach Delay 9. 1 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (oj) 1. 00 1. 00 v(il) , Volume for stream 2 or 5 55 v(i2) , Volume for stream 3 or 6 0 s./11) , Saturation flow rate for stream 2 or 5 1700 2) , Saturation flow rate for stream 3 or 6 1700 P' (oj ) 1. 00 d(M,LT) , Delay for stream 1 or 4 7.5 N, Number of major street through lanes 1 d(rank, l) Delay for stream 2 or 5 0 .0 HCS2000 : Unsig. ized Intersections Release 4 .1"."‘ TWO-WAY STOP CONTROL SUMMARY Analyst: GC Agency/Co. : ^te Performed: 9/5/2002 alysis Time Period: AM P Intersection: NORTH ACCESS - CR 19 Jurisdiction: Units : U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 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 3 85 60 3 Peak-Hour Factor, PHF 0. 90 0 .90 0.90 0. 90 Hourly Flow Rate, HFR 3 94 66 3 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R . .,fume 1 2 Peak Hour Factor, PHF 0.90 0. 90 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 3 3 C(m) (vph) 1545 935 v/c 0.00 0 . 00 95% queue length 0.01 0 . 01 Control Delay 7.3 8 . 9 LOS A A Approach Delay 8 .9 Approach LOS A HCS2000 : Unsignalized Intersections Release 4 .1b Phone: Fax: E-Mail : ^ TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: GC Agency/Co. : Date Performed: 9/5/2002 Analysis Time Period: AM PM Intersection: NORTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: NORTH ACCESS North/South Street: CR 19 Intersection Orientation: NS 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 3 85 60 3 Peak-Hour Factor, PHF 0 .90 0. 90 0.90 0.90 Peak-15 Minute Volume 1 24 17 1 Hourly Flow Rate, HFR 3 94 66 3 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No nor Street Movements 7 8 9 10 11 12 L T R L T R Volume 1 2 Peak Hour Factor, PHF 0.90 0 .90 Peak-15 Minute Volume 0 1 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12 . 0 12.0 12 .0 12 . 0 Walking Speed (ft/sec) 4 .0 4.0 4.0 4 .0 Percent Blockage 0 0 0 0 Upstream Signal Data .-. 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 S5 Left-Turn Through '^ Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 a red In volume, major th vehicles: 94 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 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R ,base) 2 .20 3 .50 3 .30 L ,f,HV) 0 .90 0.90 0 .90 0.90 0 .90 0 .90 0.90 0.90 P(HV) 0 0 0 t (f) 2 .2 3 .5 3.3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) ✓ prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) 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) alpha , 'ta avel 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/..b) Proportion time blocked, p 0.000 0 .000 Computation 3-Platoon Event Periods Result • p (2) 0 . 000 p(5) 0. 000 rdom) subo) Constrained or unconstrained? Proportion 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) p (8) p (9) p(l0) p (11) p (12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 69 168 68 s Px V c,u,x C r,x )lat,x Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1700 P(x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: AT from Minor St. 9 12 Conflicting Flows 68 Potential Capacity 1001 Pedestrian Impedance Factor 1. 00 1. 00 Movement Capacity 1001 Probability of Queue free St. 1.00 1 .00 Step 2 : LT from Major St. 4 1 Conflicting Flows 69 ➢atential Capacity 1545 ,estrian Impedance Factor 1.00 1. 00 Movement Capacity 1545 Probability of Queue free St. 1.00 1 .00 Maj L-Shared Prob Q free St. 1 . 00 Step 3 : TH trom Minor St. ^ 8 11 n Conflicting Flows , Potential Capacity Pedestrian Impedance Factor 1.00 1. 00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity ^obability of Queue free St . 1.00 1.00 Step 4 : LT from Minor St. 7 10 Conflicting Flows 168 Potential Capacity 827 Pedestrian Impedance Factor 1.00 1. 00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 825 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St . 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Adj . factor due to Impeding mvmnt .vement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1 .00 Cap. Adj . factor due to Impeding mvmnt 1.00 1 .00 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity .Qdestrian Impedance Factor 3. Adj . factor due to Impeding mvmnt movement Capacity Part 3 - Single Stage Conflicting Flows 168 rocen ual Lapacicy ^ 827 Pedestrian Impedance Factor 1.00 1. 00 Maj . L, Min T Impedance fact.,r 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity 825 esults for Two-stage process: y C t 825 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 1 2 Movement Capacity (vph) 825 1001 Shared Lane Capacity (vph) 935 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 825 1001 Volume 1 2 Delay Q sep 0 sep +1 round (Qsep +1) n max r sh 935 M C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 3 3 C(m) (vph) 1545 935 v/c 0. 00 0.00 951 queue length 0. 01 0. 01 Control Delay 7 .3 8 . 9 LOS A A Approach Delay 8.9 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (oj ) 1.00 1. 00 v(il) , Volume for stream 2 or 5 94 v(i2) , Volume for stream 3 or 6 0 Mil) , Saturation flow rate for stream 2 or 5 1700 2) , Saturation flow rate for stream 3 or 6 1700 r • (oj ) 1. 00 d(M,LT) , Delay for stream 1 or 4 7 .3 N, Number of major street through lanes 1 d(rank, l) Delay for stream 2 or 5 0. 0 HCS2000: Unsigr ized Intersections Release 4 .Y'' TWO-WAY STOP CONTROL SUMMARY Analyst : GC Agency/Co. : "-The Performed: /2002 . _alysis Time Period: PM Intersection: UTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street: CR 19 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 1 50 120 1 Peak-Hour Factor, PHF 0. 90 0 .90 0 .90 0.90 Hourly Flow Rate, HFR 1 55 133 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R L T R v.,lume 1 2 Peak Hour Factor, PHF 0.90 0.90 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 1 3 C(m) (vph) 1463 877 v/c 0. 00 0 . 00 95% queue length 0. 00 0 . 01 Control Delay 7.5 9. 1 LOS A A Approach Delay 9 .1 Approach LOS A HCS2000 : Unsignalized Intersections Release 4. 1b Phone: Fax: E-Mail : ^ TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: GC Agency/Co. : Date Performed: 9/5/2002 Analysis Time Period: AM PM Intersection: SOUTH ACCESS - CR 19 Jurisdiction: Units: U. S . Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street : CR 19 - Intersection Orientation: NS 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 1 50 120 1 Peak-Hour Factor, PHF 0 .90 0 .90 0. 90 0.90 Peak-15 Minute Volume 0 14 33 0 Hourly Flow Rate, HFR 1 55 133 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR jlastream Signal? No No minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 1 2 Peak Hour Factor, PHF 0.90 0.90 Peak-15 Minute Volume 0 1 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12 . 0 12 .0 12.0 12 .0 Walking Speed (ft/sec) 4 .0 4 .0 4. 0 4. 0 Percent Blockage 0 0 0 0 Upstream Signal Data 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 S5 Lett-Turn r. Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles ,---, Movement 2 Movement 5 Snared ln volume, major th vehicles: 55 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 Movement 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R .,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 (f) 2 .2 3 .5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(l,prot) t prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(41) g(q2) 9(4) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V(1,prot) ,pha to avel 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, ,,q4 p) .-. Proportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p (2) 0 .000 p(5) 0.000 ' dom) ,subo) Constrained or unconstrained? Proportion 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) p (8) p(9) p(10) p (11) p(12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 134 191 134 s Px V c,u,x C r,x ^?lat,x Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1700 P (x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 134 Potential Capacity 920 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 920 Probability of Queue free St. 1.00 1. 00 Step 2 : LT from Major St. 4 1 Conflicting Flows 134 pratential Capacity 1463 .estrian Impedance Factor 1.00 1 .00 Movement Capacity 1463 Probability of Queue free St. 1.00 1. 00 Maj L-Shared Prob Q free St. 1.00 Step 3 : TH from Minor St . 11 ^ ,••••\ ^ Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1. 00 1. 00 Cap. Adj . factor due to Impeding mvmnt 1.00 1 .00 Mivement Capacity bability of Queue free St. 1.00 1 .00 Step 4 : LT from Minor St . 7 10 Conflicting Flows 191 Potential Capacity 803 Pedestrian Impedance Factor 1.00 1. 00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 802 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity a. estrian Impedance Factor . Adj . factor due to Impeding mvmnt h,uvement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity Result for 2 stage process: a y C t Probability of Queue free St. 1.00 1.00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity rdestrian Impedance Factor p. Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 191 Potential Capacity 803 Pedestrian Impedance Factor .. 1.00 1.00 Maj : L, Min T Impedance facto. 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 802 T;ults for Two-stage process: y C t 802 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 1 2 Movement Capacity (vph) 802 920 Shared Lane Capacity (vph) 877 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 802 920 Volume 1 2 Delay Q sep Q sep +1 round (Qsep +1) n max 877 C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 1 3 C(m) (vph) 1463 877 v/c 0 .00 0 .00 95% queue length 0 .00 0 .01 Control Delay 7 .5 9 .1 LOS A A Approach Delay 9 .1 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p (Oj ) 1. 00 1. 00 v(il) , Volume for stream 2 or 5 55 v(i2) , Volume for stream 3 or 6 0 g&i1) , Saturation flow rate for stream 2 or 5 1700 2) , Saturation flow rate for stream 3 or 6 1700 P* (oj ) 1. 00 d (M,LT) , Delay for stream 1 or 4 7. 5 N, Number of major street through lanes 1 d(rank, l) Delay for stream 2 or 5 0. 0 HCS2000: Unsig'sized Intersections Release 4 . . TWO-WAY STOP CONTROL SUMMARY Analyst: GC Agency/Co. : ^te Performed: 9/5/2002 .alysis Time Period: AM Intersection: SOUTH ACC SS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street: CR 19 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 3 85 60 1 Peak-Hour Factor, PHF 0 . 90 0.90 0 . 90 0 .90 Hourly Flow Rate, HFR 3 94 66 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R . ..fume 1 2 Peak Hour Factor, PHF 0.90 0 .90 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (U) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 3 3 C(m) (vph) 1547 937 v/c 0 .00 0. 00 95% queue length 0 .01 0.01 Control Delay 7 .3 8 .9 LOS A A Approach Delay 8 . 9 Approach LOS A HCS2000: Unsignalized Intersections Release 4 .1b Phone: Fax: E-Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: GC Agency/Co. : Date Performed: 9/5/2002 Analysis Time Period: AM PM Intersection: SOUTH ACCESS - CR 19 Jurisdiction: Units: U. S. Customary Analysis Year: ST TOTAL Project ID: East/West Street: SOUTH ACCESS North/South Street: CR 19 Intersection Orientation: NS 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 3 85 60 1 Peak-Hour Factor, PHF 0. 90 0 .90 0.90 0 .90 Peak-15 Minute Volume 1 24 17 0 Hourly Flow Rate, HFR 3 94 66 1 Percent Heavy Vehicles 0 -- -- -- -- Median Type Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR J tream Signal? No No r•,snor Street Movements '7 8 9 10 11 12 L T R L T R Volume 1 2 Peak Hour Factor, PHF 0.90 0. 90 Peak-15 Minute Volume 0 1 Hourly Flow Rate, HFR 1 2 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? No Storage RT Channelized? Lanes 0 0 Configuration LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12 .0 12 .0 12 .0 12 .0 Walking Speed (ft/sec) 4. 0 4 .0 4 .0 4 .0 Percent Blockage 0 0 0 0 Upstream Signal Data +`• 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 S5 Lett-Turn Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 ared In volume, major th vehicles: 94 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 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 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 Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R 2 .20 3 . 50 3 .30 .f,HV) 0 .90 0 .90 0.90 0 .90 0 .90 0.90 0.90 0.90 P (HV) 0 0 0 t (f) 2 .2 3 .5 3 .3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V(l,prot) t prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(q1) 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) alpha ynta .vel time, t (a) (sec) bmoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t,) Proportion time blocked, p 0.000 0. 000 . Computation 3-Platoon Event Periods Result p(2) 0 .000 2i5) 0 .000 iom) aubo) Constrained or unconstrained? Proportion 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) p (8) p (9) p(10) p (11) p (12) Computation 4 and 5 Single-Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 67 166 66 s Px V c,u,x lat,x Two-Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1700 P(x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 66 Potential Capacity 1003 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1003 Probability of Queue free St. 1.00 1. 00 Step 2 : LT from Major St. 4 1 Conflicting Flows 67 ,°^tential Capacity 1547 iestrian Impedance Factor 1.00 1.00 Movement Capacity 1547 Probability of Queue free St. 1.00 1.00 Maj L-Shared Prob Q free St. 1. 00 Step 3 : TH tram Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1 .00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity ^)bability of Queue free St. 1. 00 1.00 Step 4 : LT from Minor St . 7 10 Conflicting Flows 166 Potential Capacity 829 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 827 Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance Step 3 : TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt • Movement Capacity Probability of Queue free St . Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor . Adj . factor due to Impeding mvmnt .._ ✓ement Capacity Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1. 00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity Result for 2 stage process : a y C t Probability of Queue free St. 1.00 1. 00 Step 4 : LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj . factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Aadestrian Impedance Factor . Adj . factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 166 Potential Capacity 1 829 Pedestrian Impedance Factor 1.00 1.00 Maj . L, Min T Impedance factor 1.00 Maj . L, Min T Adj . Imp Factor. 1.00 Cap. Adj . factor due to Impeding mvmnt 1.00 1. 00 Movement Capacity 827 0 - >ults for Two-stage process: y C t 827 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 1 2 Movement Capacity (vph) 827 1003 Shared Lane Capacity (vph) 937 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 827 1003 Volume 1 2 Delay Q sep Q sep +1 round (Qsep +1) ,y..maxth 937 sUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 3 3 C(m) (vph) 1547 937 v/c 0 .00 0. 00 95% queue length 0.01 0 .01 Control Delay 7.3 8 .9 LOS A A Approach Delay 8 . 9 Approach LOS A Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj ) 1. 00 1.00 v(il) , Volume for stream 2 or 5 94 v(i2) , Volume for stream 3 or 6 0 "il) , Saturation flow rate for stream 2 or 5 1700 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 d(rank, l) Delay for stream 2 or 5 0. 0 Hello