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HomeMy WebLinkAbout97 - Traffic Impact Study - Harvest Creek Subdivision TRAFFIC IITACT ANALYSIS Harvest Creek Subdivision DECEMBER 1997 Prepared for: Gateway Limited Partners — Prepared by: Morrison Maierle, Inc. 901 Technology Blvd. Bozeman, MT 59715 INTRODUCTION ' The Harvest Creek Subdivision is proposed to provide 400 single family residences within a 148- acre tract of land. The property is located approximately 0.5 mile west of North 19`h Avenue and is bounded by Oak Street, Durston Road, North 27'h Avenue and Fowler Avenue alignments (see Figure 1). It is anticipated that the project would be completed in several phases with ultimate build out occurring in 5 - 7 years. This Traffic Impact Analysis serves as a supporting document to the Community Impact Statement for the Harvest Creek Subdivision. It assesses potential transportation impacts of the development and recommends mitigation measures for the adjacent traffic system. EXISTING CONDITIONS This site is currently served by Durston Road which is located immediately to the south, and running in an east-west direction. Oak Street is planned to be further developed west of North 19'h Avenue and North 27'h Avenue, offering supplementary access to the site. Both facilities operate as two lane collector roads. North-south travel would likely be dispersed to North 19'h Avenue, and ultimately North 27'h Avenue as west end traffic system needs dictate. The intersection of North 19'h Avenue and Durston Road is signalized and operates under two-phase control. Both east and west Durston Road approaches are single lanes. North 19'h Avenue provides single left turn lanes and two through lanes, five lanes, in each direction. The intersection of North 19°i Avenue and Oak Street is two-way-stop controlled along Oak Street. Two lanes are provided at the Oak Street westbound approach and one lane at the eastbound approach. Both approaches have been constructed with extra width capable of accommodating additional approach lanes. North 19`h Avenue is five lanes south of Oak Street and three lanes north of Oak Street. Existing or proposed right-of way easements are 90' for Durston Road and 65' for Oak Street. Additionally, a 65' right-of-way is programmed for North 27`h Street. Existing traffic counts at the intersection on North 19'h Avenue and Durston Road were collected Tuesday, September 9, 1997 in both A.M.. and P.M. peak periods (7:30-9:30 A.M. and 4:30-6:30 P.M., respectively). The morning peak hour occurred between 7:30 and 8:30 A.M., while the evening peak hour occurred between 4:45 and 5:45 P.M. Subsequent counts were also recorded at North 19°i Avenue and Oak Street on Wednesday,November 12, 1997 for both peak periods. The morning peak hour at this location occurred between 7:30 and 8:30 A.M. while the evening peak occurred between 4:30 and 5:30 P.M. Figure 2 depicts these peak hour traffic conditions. Additionally, Figure 3 indicates daily traffic volumes recorded by the Montana Department of Transportation within the project vicinity. Supporting traffic data is provided in the Appendix. A review of traffic operations was conducted to evaluate existing traffic conditions. A signalized intersection analysis was completed for the intersection of North 19'h Avenue and Durston Road, in accordance with procedures outlined in the Hightivcry Capacity Mcrrnial, Special Report 209, Transportation Research Board. Level-of-service for signalized intersections is measured in terms of delay. Results are quantified as level-of-service A through F, where LOS A represents the least delay and most favorable conditions while LOS F represents significant delay and unacceptable conditions. Under most local conditions design should attempt to accommodate LOS C or better. Pave 1 AS 71 . OAK ST. -A Fa Ern'- R-0 2. -P-0 -4470 7 T?� R-3 R- R-3 —tc It TIF.- -2 L4 R- r- -3 SITE IL-.O-(%-"ATI(DN MAP N SCALE: 1 .5 MI. FIGURE W Q N Nr N r 22(95) c —2(9) mnm z 1 38(13) OAK ST. PROJECT 263 wa' LOCATION ion i 30 1�D)) s-1 3) 94k213)) tte 195 1-I � I- DURSTON RD. 333 149 m^V 6 (59 i nn�v N.- n W Q �T V' Z XXX — AM PEAK HOUR (XXX) — PM PEAK HOUR N ® 1997 EXISTING TRAFFIC CONDITIONS SCALE: 1 " _ .5 MI. FIGURE 2 2220(94) BAXTER LANE Lo 0) o N - rn 0 740(95) OAK ST. \ —PROJECT rn LOCATION o 0 r-5300(96) 10,030(96) DURSTON RD. hi �n = rn � o � 00 00 z XXX - ADT VOLUME (XX) - YEAR RECORD AVERAGE DAILY TRAFFIC N ® SCALE: 1 " = .5 MI. SOURCE: MONTANA DEPT. OF TRANSPORTATION FIGURE 3 Results of this analysis at the intersection of North 19" Avenue and Durston Road indicates significant delay was encountered for both the eastbound and westbound movements under peak hour traffic conditions. Observance of the intersection during these hours reveals problems are encountered primarily due to conflicts between left turning and through movements. As left turning vehicles yield to oncoming through vehicles from the opposing direction, backups are occurring in the single lanes. A logical attempt to remedy this situation would be the inclusion of left turn lanes to separate the left turn and through vehicle conflicts. This situation was also analyzed under Highway Capacity Manual procedures and provided dramatic improvements. North 191 Avenue and Oak Street was analyzed under unsignalized conditions. Again, the Highway Capacity Mamial quantifies level-of-service at unsignalized intersections in terms of delay. Analysis indicated both eastbound and westbound directions at this intersection are currently operating poorly under peak hour conditions. Further review of traffic signal warrants indicated this intersection, under existing conditions, met Warrant 11 of the Manual on Uniform Traffic Control Devices. Therefore, this intersection was further analyzed under signalized control. This analysis revealed acceptable conditions with two-phase signal operation. Capacity analysis output reports are provided in the Appendix for further review. Results of these analyses are summarized in Table 1 as follows: TABLE I -EXISTr G'INTERSECTION LEVEL-OF-SERVICE ANALYSIS LOCATION *LEVEL-OF-SERVICE *REMARKS N. 191h AVE. & DURSTON ROAD NB LEFT B(B) Same LOS recorded without additional EB/WB left lanes NB THROUGH/RIGHT B(B) Same LOS recorded without additional EB/WB left lanes SB LEFT B(B) Same LOS recorded without additional EB/WB left lanes SB THROUGH/RIGHT B(B) Same LOS recorded without additional EB/WB left lanes EB LEFT B(C) Existing approach over capacity added exclusive left lane EB THROUGH/RIGHT B(B) Existing approach over capacity added exclusive left lane WB LEFT C(B) Existing approach over capacity added exclusive left lane WB THROUGH/RIGHT B(B) Existing approach over capacity added exclusive left lane Nee 5 TABLE 1 -CONI TINUED N. 19"'AVE. & OAK ST. Existing traffic volumes meet Warrant 11- install traffic signal NB LEFT A(A) Existing unsignalized approach at LOS B(A) NB THROUGH/RIGHT A(B) Existing unsignalized LOS not applicable SB LEFT A(A) Existing unsignalized approach at LOS A(B) SB THROUGH/RIGHT B(B) Existing unsignalized LOS not applicable EB LEFT/THROUGH/RIGHT B(B) Existing unsignalized approach at LOS C(E) WB LEFT/THROUGH/RIGHT B(B) Existing unsignalized approach at LOS E(F) * Level-of-service AM(PW PROPOSED DEVELOPMENT As indicated previously, the Harvest Creek Subdivision will ultimately consist of 400 — single family residences. A trip generation analysis was completed for this level of development using standard rates published in the Trip Generation Manual, 5"Edition, Institute of Transportation Engineers. Table 2 summarizes these rates for A.M. peak hour, P.M. peak hour and daily traffic conditions: TABLE 2'= TRIP'GENERATION ANALYSIS RATE %ENTER %EXIT ENTER EXIT TOTAL A.M. PEAK 0.74 26% 74% 77 219 296 P.M. PEAK 1.01 65% 3)5% 263 141 404 DAILY 9.55 50% 50% 1910 1910 3820 These site trips were distributed based upon representative traffic volumes and existing land uses in this vicinity. Figure 4 illustrates this distribution by percentage. A.M. peak hour and P.M. peak hour trips were assigned in accordance with this distribution pattern. Figure 5 indicates these results. Site traffic volumes were combined with existing traffic volumes to represent total peak hour traffic conditions under site build out. These volumes are depicted on Figure 6. Due to the Paee 6 operational problems encountered under existing traffic conditions, it is anticipated that at a minimum, separate EB and WB left turn lanes would be provided at North 19`h Avenue and Durston Road and a traffic sicnal at North 191, Avenue and Oak Street. Therefore, operational analysis at these locations assumes these conditions as a basis for evaluation purposes. Table 3 provides a summary of this evaluation, as well as, recommended mitigation measures required for suitable intersection operations. Detailed capacity analysis reports are provided in the Appendix for further review. TABLE 3 INTERSECTION LEVEL-0E-SERVICE WITH PROPOSED PROJECT LOCATION *LEVEL-OF-SERVICE *REMARKS N. 19`h AVE. & DURSTON ROAD NB LEFT C(C) NB THROUGH/RIGHT B(B) SB LEFT B(B) SB THROUGH/RIGHT C(B) EB LEFT B(C) EB THROUGh/RIGHT B(C) _ WB LEFT C(C) WB THROUGH/RIGHT B(C) N. 19TH AVE. & OAK ST. NB LEFT A(B) NB THROUGH/RIGHT A(B) SB LEFT A(A) SB THROUGH/RIGHT B(B) EB LEFT/THROUGH/RIGHT B(B) WB LEFT/THROUGH/RIGHT B(B) * Level-of-service AI,I(PM) Page 7 r� t Ln J � rJ OAK ST. PROJECT LOCATION 5y 15% 0 DURSTON RD. Li Q -t rn . z TRAFFIC DISTRIBUTION N SCALE: 1 " _ .5 MI. FIGURE � W Q N _ O n N n F19(66) 33(21 ) 1 —1 ! OAK ST. ^�^ 22(14) 1 cD r` �rn — PROJECT CN L LOCATION c � r Ln N __j `v --1240 4(13) 54(184) 33 2 ! DURSTON RD. 11 N 76 50 N w Q rn z XXX - AM PEAK HOUR (XXX) - PM PEAK HOUR SITE TRAFFIC N ® SCALE: 1 " _ .5 MI. FIGURE 5 w Q N ^vni n c 22(95) z N o m � ) 1 -2 3 6(13) 36(26)!_I 4 I- OAK ST. 11(6)— m✓+m N.+ �h e 30(100) a --93 223 1 1` 1 94 213 162(223r)—j I- DURSTON RD. 316(170 -r- 138(109 ... OWN w > Q r z XXX - AM PEAK HOUR (XXX) - PM PEAK HOUR N TOTAL TRAFFIC -- SITE + EXISTING ® SCALE: 1 " _ .5 MI. FIGURE 6 A QRS II traffic model analysis of these conditions was completed by the City of Bozeman for daily traffic conditions for the 2000 and 2010 forecast years. Street network improvements consisting of the extension of Oak Street west of North 19' Avenue and the addition of North 271'' Avenue between Durston Road and Oak Street were provided for analysis purposes. Under both forecast years, model runs with and without the proposed site were completed. Table 4 summarizes the results of this analysis along Durston Road, North 191 Avenue and Oak Street within the project vicinity. As is evident by these results, the net traffic increase realized along North 19' Avenue for conditions with and without the proposed development is marginal on a daily comparison. More significant relative increases were evident along both Durston Road and Oak Street. A review of operational conditions along both these facilities indicates the two lane capacity will be sufficient to accommodate these increased volumes. . .............. . ................ ......:.. .......... =TABLE 4 - QRS II `IODEL RESULTS STREET 2000 2000 2010 2010 W/O W/SITE W/O W/SITE SITE SITE DURSTON ROAD 2150 4415 3055 5295 (WEST OF N. 19TH AVE.) OAK STREET 375 i290 590 1480 (WEST OF N.19T''AVE.) N. 19TH AVE. 13,650 13,550 17,990 17,890 (NORTH OF DURSTON RD.) N. 19TH AVE. 171225 18,610 22,000 23,340 (SOUTH OF DURSTON RD.) CONCLUSION AND RECON ENDATIONS The Harvest Creek Subdivision will produce increased traffic volumes along Durston Road, Oak Street, and North 19'h Avenue. The net effects of this traffic increase along these facilities varies. It is expected that the two-lane capacity of both Durston Road and Oak Street - would accommodate these increased traffic volumes. It is anticipated that Oak Street would be extended west of North 19'''Avenue to facilitate access to the proposed development. Although not necessarily driven by traffic demand, ultimate development of North 27''Avenue will enhance north-south access east of the proposed project. Additional improvements will be required at the intersection of North 19`' Avenue and Durston Road. The primary focus at this intersection should be to improve EB and WB movements along Durston Road. The addition of a left turn lane in both directions would enhance intersection operations. Additionally, signal phasing permitting exclusive eastbound and westbound left turn movements would further improve these conditions. Accomplishing these improvements may require modifications to the Paez 11 existing traffic signal which may include repositioning of pole foundations, extension of mast arms (eastbound and westbound directions only) and the addition of left turn arrow indications. Also, adjustment of signal phasing and timing would be appropriate to achieve optimum signal operations. Installation of a traffic signal should be considered at North 19' Avenue and Oak Street. As noted previously, these specific conditions are evident under existing conditions and are not necessarily attributed to Harvest Creek Subdivision traffic, however, site traffic impacts will magnify these effects. Local streets will provide internal circulation for the subdivision. Where these streets intersect higher volume collector streets such as Durston Road and Oak Street, stop sign control should be provided. Page 12 APPENDIX Traffic Count Data ITE Trip Data Highway Capacity Manual Worksheets QRS II Analysis Page 13 HARVEST CREEK SUBDIVISION TRAFFIC COUNT DATA - Durston St./19th Avenue PHF = PK Hr Vol. = 2406 = 0.78 Recorded: Tuesday, September 9, 1997 4* PK 15 Min. 4*768 Weather: Clear and Sunny TIME *NB N. 19"Ave. *SB N. 19T"Ave. *EB Durston *WB Durston Total LT Thru RT LT Thru RT LT Thru RT LT Thru RT **7:30-7:45 6 71 34 16 290 23 38 64 21 22 3 3 480 **7:45 - 8:00 0 103 33 20 280 76 29 155 17 25 23 7 632 **8:00- 8:15 10 80 28 39 188 59 25 50 3 20 35 8 427 **8:15 - 8:30 17 73 29 18 182 15 26 64 19 27 20 12 383 8:30-8:45 7 73 16 15 177 4 22 46 35 33 25 5 362 8:45 -9:00 7 84 42 20 146 14 17 33 17 37 17 10 311 9:00-9:15 11 68 24 15 119 4 17 40 8 26 16 11 256 9:15 -9:30 17 75 24 14 107 5 16 30 10 31 14 8 235 AM Peak Hour 33 327 124 93 940 173 118 333 60 94 81 30 1922 7:30- 8:30 *SB: Southbound ** Apparent peak hour *WB: Westbound *NB:Northbound *EB: Eastbound PHF: Peak Hour Factor H:13014.00I\TRAFFIC 1.WPD HARVEST CREEK SUBDIVISION EXISTING TRAFFIC COUNT DATA (PM) - Durston St./19th Avenue PHF = PK Hr Vol. = 2494 = 0.94 Recorded: Tuesday, September 9, 1997 4* PK 15 Min. 4*666 Weather: Clear and Sunny TIME *NB N. 19"Ave. *SB N. 19T"Ave. *EB Durston *WB Durston Total LT Thru RT LT Thru RT LT Thru RT LT Thru RT 4:30-4:45 13 143 22 20 141 10 35 31 20 44 20 14 513 **4:45-5:00 13 173 28 17 129 9 34 40 17 50 41 23 574 **5:00- 5:15 33 191 19 18 155 28 50 38 13 51 38 32 666 **5:15 -5:30 21 175 19 15 119 15 57 38 15 65 60 27 626 **5:30-5:45 18 193 28 13 149 17 54 33 14 47 44 18 628 5:45 -6:00 11 165 19 17 134 10 36 51 14 43 44 24 568 6:00-6:15 12 136 28 8 151 19 30 39 11 31 33 30 528 6:15 -6:30 -- -- -- -- -- -- -- -- -- -- -- -- 0 PM Peak Hour 85 732 94 63 552 69 195 149 59 213 183 100 2494 4:45 -5:45 *SB: Southbound **Apparent peak hour *WB: Westbound *NB:Northbound *EB: Eastbound PHF: Peak Hour Factor HA3014.00 BTRAFFIC2.WPD HARVEST CREEK SUBDIVISION EXISTING TRAFFIC COUNT DATA (AM) -North 19 and Oak Street PHF = PK Hr Vol. = 1533 =0.83 Recorded: Wednesday,November 12, 1997 4* PK 15 Min. 4*462 Weather: Clear and Cool TIME *NB N. 19"'Ave *S�Nl T"Ave *EB Oak St. *WB Oak St. Total LT Thru RT Lu RT LT Thru RT LT Thru RT **7:30-7:45 80 43 20 219 1 -- 2 4 8 -- 5 382 **7:45-8:00 7 76 64 30 256 3 2 1 10 8 5 462 **8:00-8:15 6 78 42 22 211 5 2 4 13 13 -- 11 407 **8:15 -8:30 3 66 25 13 155 2 1 4 1 9 2 1 282 8:30-8:45 1 56 38 10 180 1 1 3 -- 21 --- 5 316 8:45-9:00 -- 60 38 9 174 -- 2 3 -- 17 -- 6 309 9:00-9:15 -- 53 21 7 130 -- -- 1 -- 18 2 2 234 9:15 -9:30 1 54 20 13 99 -- 2 1 1 10 -- 10 211 AM Peak Hour 16 300 174 85 841 11 5 11 28 38 2 22 1533 7:30-8:30 *SB: Southbound **Apparent peak hour *WB: Westbound *NB: Northbound *EB: Eastbound PHF: Peak Hour Factor HA3014.00 MRAFFIC3.W PD HARVEST CREEK SUBDIVISION EXISTING TRAFFIC COUNT DATA (PM) - North 19 and Oak Street PHF = PK Hr Vol. = 1853 = 0.83 Recorded: Wednesday,November 12, 1997 4* PK 15 Min. 4*495 Weather: Clear and Cool TIME *NB N. 19TH Ave *SB N. 19TH Ave *EB Oak St. *WB Oak St. Total LT Thru RT LT Thru RT I LT Thru RT LT Thru RT 4:00-4:15 161 34 9 104 1 3 1 -- 29 3 19 364 4:15 -4:30 -- 165 38 19 119 -- 3 3 1 27 1 17 393 **4:30-4:45 2 207 41 9 132 1 -- 1 -- 34 -- 18 445 **4:45 -5:00 5 195 39 5 127 1 3 2 2 20 2 24 425 **5:00-5:15 5 234 37 9 140 1 -- 1 -- 33 3 32 495 **5:15 -5:30 -- 261 31 14 122 5 2 2 1 26 3 21 488 5:30-5:45 - - -- -- -- -- -- -- -- -- -- -- 0 5:45-6:00 -- -- -- -- -- -- -- -- -- -- -- -- 0 PM Peak Hour 12 897 148 37 521 8 5 6 3 113 8 95 1853 4:30-5:30 *SB: Southbound **Apparent peak hour *WB: Westbound *NB: Northbound *EB: Eastbound PHF: Peak Hour Factor H:\3014.001\TRAFFIC4.W PD Single-Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 280 Average Number of Dwelling Units: 210 Directional Distribution: 26% entering, 74% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.74 0.33 - 2.27 0.90 Data Plot and Equation 3,000 -• Lil2,000 . . . . . . . . . .. . . . . . . . . . . . . ... . . . . . . . . . . . . a X F U : X U : X cc Q1,000 . . . . .. ,.:. ... . . . . . . . ... . . ....... ....... . ... X X X X )3�� X : 0 0_ 1000 2000 3000 X = Number of Dwelling Units X Actual Data Points Fltted Curve ------ Average Rate ` Fitted Curve Equation: Ln(T) = 0.867 Ln(X) + 0.398 R2 = 0.89 t Trip Generation, January 1991 259 Institute of Transportation Engineers Single-Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 301 Average Number of Dwelling Units: 222 Directional Distribution: 65% entering, 35% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 1 .01 0.42 - 2.98 1 .05 Data Plot and Equation 3,000 .r— " X Nt7 X W2,000 . . . . . . . . . . . . . . . . . . . . . . . ... .. . . . . . . .. . .... .... .. o X U L ; W X co Q 1,000 . . . . .. . . . . . . .. .. . . . . . . X X . . . .. . .... .... .......... X, X : X - X X 0 0 1000 2000 3000 X = Number of Dwelling Units X Actual Data Points Fitted Curve -----• Average Rate Fitted Curve Equation: Ln(T) = 0.902 Ln(X) + 0.528 R2 = 0.92 Trip Generation, January 1991 261 Institute of Transportation Engineers Single-Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday Number of Studies: 348 Average Number of Dwelling Units: 206 Directional Distribution: 50% entering, 50% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.55 4.31 - 21 .85 3.66 Data Plot and Equation 30,000 i C X W20.000 . . . . . . ... .. . . . . . . . . . . . . . . .... . . .. . . . ... . . u �+ X > X C) .' X : Q 10.000 ... . . . . . . . . . . . . . . . . . . . . . . ... .... . . .. . . . . ... .. ................ . ..... .. .7{ II X ~ X :X X 0 0 1000 2000 3000 X = Number of Dwelling Units X Actual Data Points Fltted Curve ------ Average Rate Fitted Curve Equation: Ln(T) = 0.921 Ln(X) + 2.698 R2 = 0.96 Trip Generation, January 1991 257 Institute of Transportation Engineers HCM : SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 10-04-1997 Center For Microcomputers In Transportation .. reets (N-S) N 19TH AVE (E-W) DURSTON jalyst : RAB File Name : 19DURAM.HC9 Area Type : Other 9-17-97 AM PEAK Comment : 1997 EXISTING TRAFFIC COUNTS -------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R - - - - - - - - - - - - ---- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - No . Lanes 1 2 < 1 2 < > 1 < > 1 < Volumes 33 327 124 93 9 -0 173 118 333 60 94 81 30 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - - - - -- - - - - - ------ - - -- --- - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right -taB Right SB Right reen 37 . OA - Green 27 . OA Yellow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 70 secs Phase combination order : #1 #5 - - - -- - - - - - - - - -- - --- ------ - -- --- - - - - - --- - - -- -- - - -- - - - - - - - - - - - - - - - - -- - - - - Intersection Performance Sur-,r-m ry Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB L 103 191 0 . 340 0 . 529 6 . 9 B 6 . O B TR 1788 3383 0 . 279 0 . 529 5 . 9 B SB L 344 650 0 . 285 0 . 529 6 . 0 B 8 . 3 B TR 1822 3447 0 . 675 0 . 529 8 . 5 B EB LTR 503 1303 1 . 070 0 . 386 WB LTR 300 777 0 . 721 0 . 386 17 . 4 C 17 .4 C Intersection Delay = * (sec/veh) Intersection LOS = (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable . - - -- -- - - - - - - - - - - - - - - - - -- - - - - ---- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---- -- - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 09-17-1997 Center For Microcomputers In Transportation ,---•}reets (N-S) N 19TH AVE (E-W) DURSTON alyst : RAB File Name : 19DURPM.HC9 Area Type : Other 9-17-97 PM PEAK Comment : 1997 EXISTING TRAFFIC COUNTS --------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R - - -- - - - - - - -- -- - - - - - - - - - - - - - - - - - - - - -- ---- ---- --- - No . Lanes 1 2 < 1 2 < > 1 < > 1 < Volumes 85 732 94 63 552 69 195 149 59 213 183 100 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 ------------------- - - - - -------- - - - - - - - - - - - - - - - - - - - - - - - - --- - - -- - - - - --- - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right W'? Right SB Right reen — 37 . OA Green 27 . OA .yellow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 --------------------- ---------- - ----- ------- - - - - - - - - - - - - - -- ---- - ------ - Int`r.sectic- Performc—Ance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB L 237 449 0 . 375 0 . 529 6 . 8 B 7 . 0 B TR 1834 3469 0 .498 0 . 529 7 . 0 B SB L 137 260 0 . 480 0 . 529 8 . 8 B 6 . 5 B TR 1834 3470 0 . 375 0 . 529 6 . 3 B EB LTR 292 756 1 .454 0 .386 WB LTR 336 871 1 . 554 0 .386 Intersection Delay = * (sec/veh) Intersection LOS = (g/C) * (V/c) is greater than one . Calculation of D1 is infeasable. --------------------------------- - - - -- -- - - - - - - - - - - - - - - - - - -- -- - ------- -- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 10-04-1997 Center For Microcomputers In Transportation ------------------------ ,---`reets : (N-S) N 19TH AVE (E-W) DURSTON ialyst : RAB File Name : 19DURAMM.HC9 Area Type : Other 9-17-97 AM PEAK Comment : 1997 EXISTING TRAFFIC COUNTS-WITH EB & WB LEFT TURN LANE ____________------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R - - -- - - - - - - - - - -- - - - -- - -- - --- - ---- - - -- - - - - - - - - - - - - No . Lanes 1 2 < 1 2 < 1 1 < 1 1 < Volumes 33 327 124 93 940 173 118 333 60 94 81 30 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - - - -- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left 1 WB Left Thru * Thru Right * Right g * Peds Peds EB Right NB Right IB Right SB Right ;seen 37 . OA Green 27 . OA -Yellow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 - - - - -- - - -- - - - - -- - - -- - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - - - - - Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB L 103 191 0 . 340 0 . 529 6 . 9 B 6 . 0 B TR 1788 3383 0 . 279 0 . 529 5 . 9 B SB L 344 650 0 . 285 0 . 529 6 . 0 B 8 . 3 B TR 1822 3447 0 . 675 0 . 529 8 . 5 B EB L 476 1234 0 . 261 0 . 386 9 . 6 B 11 . 8 B TR 665 1724 0 . 623 0 .386 12 . 5 B WB L 157 408 0 . 629 0 . 386 16 . 6 C 12 . 6 B TR 653 1692 0 . 179 0 .386 9 . 2 B Intersection Delay = 8 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 656 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 09-17-1997 Center For Microcomputers In Transportation /-treets : (N-S) N 19TH AVE (E-W) DURSTON lalyst : RAB File Name : 19DURPMM.HC9 Area Type : Other 9-17-97 PM PEAK Comment : 1997 EXISTING TRAFFIC COUNTS-WITH EB & WB LEFT TURN LANE Northbound Southbound Eastbound Westbound L T R L T R L T R L T R -- - - - - - - -- -- --- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - No. Lanes 1 2 < 1 2 < 1 1 < 1 1 < Volumes 85 732 94 63 552 69 195 149 59 213 183 100 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - ------ - - --- - - - - - - - - - -- ---- - -- - - - - -------- - - - - - - - - - - -- ----- - - - - - - - - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right -WB Right SB Righu °reen 37 . OA Green 27 . OA Yellow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 - - - - - - - - - - - - - - - - - - - - - -- - ----- ----- -- ------ - ----- - - - - - -- - - - - - - - - - - - - - - -- Intersection Performance Sv;nmary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - --- ----- - - - NB L 237 449 0 . 375 0 . 529 6 . 8 B 7 . 0 B TR 1834 3469 0 . 498 0 . 529 7 . 0 B SB L 137 260 0 .480 0 . 529 8 . 8 B 6 .5 B TR 1834 3470 0 . 375 0 .529 6 . 3 B EB L 253 655 0 . 811 0 .386 24 . 5 C 17 . 0 C TR 652 1690 0 . 336 0 .386 9 . 9 B WB L 339 880 0 . 660 0 .386 14 . 7 B 12 .5 B TR 645 1671 0 .462 0 .386 10 . 8 B Intersection Delay = 9 .5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 630 - - - - - - -- - - - - - - - - - - - - - - - - -- - -- - --------------- ---- - ----------- -- - - - - -- - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 10-04-1997 Center For Microcomputers In Transportation reets (N-S) N 19TH AVE (E-W) DURSTON .ialyst : RAB File Name : 19DAMT.HC9 Area Type : Other 9-17-97 AM PEAK Comment : 1997 TOTAL TRAFFIC (EXIST+SITE) ------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R -- -- -- - - --- - - - - - - - - - - - - - ---- - - -- -- -- - - - - - - - - - - - - No . Lanes 1 2 < 1 2 < 1 1 < 1 1 < Volumes 60 334 124 93 962 188 162 366 136 94 93 30 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - -- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - -- - - - -- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right B Right SB Right seen 30 . OP Green 34 . OA uYellow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 - - - - - - - - - - - - - -- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - -- - - - - -- -- - Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - -- - NB L 103 235 0 . 612 0 .429 17 . 0 C 9 . 7 B TR 1451 3386 0 . 349 0 . 429 8 . 7 B SB L 259 604 0 . 379 0 .429 9 . 3 B 15 . 2 C TR 1476 3443 0 . 862 0 .429 15 . 6 C EB L 582 1198 0 . 294 0 .486 7 . 1 B 9 .2 B TR 822 1693 0 . 642 0 .486 9 . 9 B WB L 141 290 0 . 703 0 . 486 18 . 7 C 11 . 8 B TR 826 1700 0 . 157 0 .486 6 . 5 B Intersection Delay = 12 .4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 777 - - --- - - - - - - --- - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - -- -- -- - -- -- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 10-04-1997 Center For Microcomputers In Transportation /-?reets (N-S) N 19TH AVE (E-W) DURSTON _ialyst : RAB File Name : 19DPMT.HC9 Area Type : Other 9-17-97 PM PEAK Comment : 1997 TOTAL TRAFFIC (EXIST+SITE) ------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - ---- - - -- ---- No . Lanes 1 2 < 1 2 < 1 1 < 1 1 < Volumes 176 758 94 63 566 122 223 170 109 213 223 100 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - - - -- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - -- - --- - - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * * EB Left Thru * Thru Right * Right Peds * Peds SE. Left * * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right `'B 23 Right ;reen 26 . OP 5 . OA Green 19 . OA 8 .OA Yellow/AR 3 . 0 3 . 0 Yellow/AR 3 . 0 3 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 #6 - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - -- - - - - - - - - - -- - - - - - - - - - - - - -- - - -- - - - - -- - - - intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- -- - -- - - - NB L 292 1676 0 . 634 0 . 486 18 . 1 C 14 . 5 B TR 1289 3471 0 . 731 0 . 371 13 . 8 B SB L 292 1676 0 . 226 0 . 486 12 . 5 B 12 . 1 B TR 1276 3436 0 . 596 0 . 371 12 . 0 B EB L 364 1676 0 . 646 0 . 429 18 . 0 C 17 .4 C TR 451 1661 0 . 652 0 . 271 16 . 9 C WB L 385 1676 0 . 582 0 .429 15 . 9 C 18 . 1 C TR 457 1683 0 . 744 0 . 271 19 . 5 C Intersection Delay. = 15 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 847 - - - - - ---- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - -- - HCS : Unsignalized Intersections Release 2 . 1d 19OEXA.HCO Page 1 Center For Microcomputers In Transportation ry-7,versity of Florida Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) N 19th Ave (E-W) Oak Major Street Direction. . . . NS Length of Time Analyzed. . . 60 (min) Analyst . . . . . . . . . . . . . . . . . . . RAB Date of Analysis . . . . . . . . . . 11/18/97 Other Information. . . . . . . . . 1997 existing traffic counts - AM Peak Hour Two-way Stop-controlled Intersection ------------------------------ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- - - -- - --- - - - - - - - - - - - - ---- --- - ---- ---- ---- -- -- No . Lanes 1 2 < 0 1 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 16 300 174 85 841 11 5 11 28 38 2 22_ PHF - . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC ' s (%) SU/RV' s (%) CV' s (%) ^ma ' s 1. 10 1 . 10 ; 1 . 10 1 . 1i _ . 10 � 1 . 10 , . 10 = . 1C Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) i ime (L f) - - - --------------7---------- - - - - - - -------------------------7-- ---- Left Turn-Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 .40 HCS : Unsignalized Intersections Release 2 . 1d 19OEXA.HCO Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection - - -- -- - -- ------- -- ------ - - - - - - - - - - - - - ---- - --- ------- - - - Step 1 : RT from Minor Street WB EB -- --- --- ---- ------ ----- ----- ---------------------------- . Conflicting Flows : (vph) 250 891 Potential Capacity : (pcph) 1034 490 Movement Capacity: (pcph) 1034 490 Prob . of Queue-Free State : 0 . 98 0 . 93 - ------- ------------- - - - --- - - - - - - - - - -------------------- Step 2 : LT from Major Street SB NB -- ----------- --------- ------------- - - - - - - - - - - - - - - - - - - - - - Conflicting Flows : (vph) 499 897 Potential Capacity: (pcph) 992 641 Movement Capacity: (pcph) 992 641 Prob. of Queue-Free State : 0 . 90 0 . 97 ---- ------ ---- -- - ------ - ---- ----- ---------- - - - - - - - - - - - - - Step 3 : TH from Minor Street WB EB - - - - --- - --------------------------- - - -- --- ----- - - - - - - - - - Conflicting Flows : (vph) 1410 1496 Potential Capacity: (pcph) 199 179 Capacity Adjustment Factor due to Impeding Movements 0 . 87 0 . 87 Movement Capacity : (pcph) 174 157 Prob. of Queue-Free State : 0 . 99 0 . 92 ---- - - - - - - - - - - ---------------------- - --- - - - - ---- - ------- ep 4 : LT from Minor Street WB EB fi ------ -- ---------------------------------------------- Conflicting Flows : (vph) 1425 1314 Potential Capacity: (pcph} 158 184 M J Minor TH Major :T, Impedance Factor: 0 . 80 0 . 86 Adjusted Impedance_ Factor: 0 . 85 0 . 90 Capacity Adjustment Factor due to Impeding Movements 0 . 79 0 . 87 Movement Capacity- (pcph) 125 161 -------------------------------------------- --------- - - - - Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) -------- ------ -- - - - - ------ ------- ------- ----- --------- EB L 6 161 > EB T 13 157 > 275 16 . 1 0 . 7 C 16 . 1 EB R 32 490 > WB L 44 125 > WB T 2 174 > 183 32 . 0 2 . 0 E 32 . 0 "I R 25 1034 > WE L 19 641 5 . 8 0 . 0 B 0 . 2 SB L 98 992 4 . 0 0 . 3 A 0 .4 Intersection Delay - 2 . 0 sec/veh HCS : Unsignalized Intersections Release 2 . 1d 190EXP .HCO Page 1 Center For Microcomputers In Transportation T " versity of Florida Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) N 19th Ave (E-W) Oak Major Street Direction. . . . NS Length of Time Analyzed. . . 60 (min) Analyst . . . . . . . . . . . . . . . . . . . RAB Date of Analysis . . . . . . . . . . 11/18/97 Other Information. . . . . . . . . 1997 existing traffic counts - PM Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R --- - ---- ---- ---- ---- -- -- ---- - --- - - - - - --- - --- --- - No . Lanes 1 2 < 0 1 1 < 0 0 > 1 < 0 0 > 1 < 0 Stop/Yield N N Volumes 12 897 148 37 521 8 5 6 3 113 8 95 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 0 0 0 0 MC ' s (o) SLT/RV' s (o) CV' s (%) "7; 1s_ 1 . 10 11 . 10 1 . 10 1_10 1 . 1011 . 10 1 .10 1 . 10 _..'----------- - ------- - - - - - - - - - - - -- - - - - - - - - - - - -------- - - - - - - - - - - - - - - - - - - Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) --------- - ------------------------ - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - Lef t Turn.-Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 .50 3 .40 HCS : Unsignalized Intersections Release 2 . 1d 19OEXP .HCO Page 2 Worksheet for TWSC Intersection - - - - - - - - ------------------ - - - - - - - - - - - - - - - - - - - - - -- - - - -- - - - Step 1 : RT from Minor Street WE EB --------- - -- ----- ----- - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- --- Conflicting Flows : (vph) 550 552 Potential Capacity: (pcph) 729 727 Movement Capacity: (pcph) 729 727 Prob . of Queue-Free State : 0 . 85 1 . 00 ---- -- -- - --- - -- -- - -- - - - - - - - - - - - - - - - - - - - - - - -- - - --------- - Step 2 : LT from Major Street SB NB -- -- - ----- --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- Conflicting Flows : (vph) 1100 556 Potential Capacity: (pcph) 513 931 Movement Capacity: (pcph) 513 931 Prob . of Queue-Free State : 0 . 92 0 . 98 - - - - - - - - - -- - - - - - - - - - - - - - - - - - - ---- --- - ------------ - ------ Step 3 : TH from Minor Street WE EB ------------- ---------------------- ------ --------------- Conflicting Flows : (vph) 1630 1704 Potential Capacity: (pcph) 152 139 Capacity Adjustment Factor due to Impeding Movements 0 . 90 0A0 Movement Capacity: (pcph) 137 125 Prob. of Queue-Free State : 0 . 93 0 . 94 - - - - - - - ---------- -- - - - - - -------- - - - - - - - - - - - - - ---- - --- - �:•':p 4 : LT from Minor Street --- WB EB `------------------------ --------------------------------- Conflicting Flows : (vph) 1630 1552 Potential Capacity: (pcph) 120 134 Major LT, Minor TH Impedance Factor: 0 . 85 0 . 84 'adjusted Impedance Factor: 0 . 89 0 . 88 Capacity Adjustment Factui due to Impeding Movements 0 . 88 0 . 75 Movement Capacity: (pcph) 106 100 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) --------- ------ --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- EB L 6 100 > EB T 7 125 > 133 30 . 8 0 . 4 E 30 . 8 EB R 3 727 > WE L 131 106 > WE T 9 137 > 172 899 . 5 44 . 5 F 899 . 5 R 110 729 > �NB L 14 931 3 . 9 0 . 0 A 0 . 0 SB L 43 513 7 . 7 0 . 2 B 0 . 5 Intersection Delay = 105 . 3 sec/veh t 4C-10.2 Warrant 10, Peak Hour Delay The peak hour delay warrant is intended for application where traffic conditions are such that for one hour of the day minor street traffic suffers undue delay in entering or crossing the major street. The peak hour delay warrant is satisfied when the conditions given below exist for one- hour -- _--_- (any four consecutive 15-minute periods) of an average weekday. The peak hour delay warrant is met when: Iv-20(c) 1. The total delay experienced by the traffic on one minor street Rev.4 approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle hours for a two-lane approach, and I The volume on the same minor street approach (one direction only) equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes and ?zhfr 3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four (or more) approaches or 650 vph for intersections with three approaches. 4C-10.3 Warrant 11, Peak Hour Volume The peak hour volume warrant is also intended for application when traffic conditions are such that for one hour of the day minor street traffic _ suffers undue traffic delay in entering or crossing the major street. The peak hour volume warrant is satisfied when the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicle'per Lour of the higher volume iv-20(c) minor street approach (one direction only) for one hour (any four Rev.4 consecutive 15-minutc periods) of an average day falls above the curve in — Figure 4-5 for the existing •:ombir,-,tion of approach Lanes. t .. •'` _ When the 85th percentile speed of major street traffic exceeds 40 mph or when the intersection lies within a built-up area of an isolated community having a population less than 10,000, the peak hour volume requirements is satisfied when the plotted point referred to above falls above the curve in Figure 4-6 for the exir-iiig combinat:;;:i cf 1pproacla ian:s. 4C-11 Factors Governi:a Selection of Type of Control The principal factors that may lead to the favorable consideration of traffic-actuated control in the selection of r.he type of signal control include: 1. Low, fluctuating or unbalanced traffic volumes. 2. High side street traffic volumes and delays only during the peak hours. 3. The pedestrian or accident warrant is the only warrant which is met. 4. The installation is to provide for one-way movement of two-way traffic. 5. The installation is at a non-intersection location. i-.. 4C-8 k k � r V � * * O O � co = w CL w 3w Z (n I Fes-OJ Q Z _ ''N O I to "' Lu Q i w CD cn O ~ ZO ~ Z J w zcn ct O w U <w2 CC �Z O Q Q cc Q � LL N uj z I f I OL L �Q L1J lt Q w Q D > O J Z Oo � J I w I LLJ < oo > - a Z o 0 ooa cma 2 I co O u LL O I ��O I I I/ o = z O J C) cV O Q H :J o O cc w � 0 3 O � aQ N I 0 < o I CD W02 �- _ ALL Lu w 3 LU ac a� � I I I I oo cn J O 0 � 3 o � = o `V < uo T C > Lu N O G Qo CCL) CD CD CD CD CD CD IT O CD CD CD CD O TQF- �' Hdn — HO` O0 JddV 3NmOn HOIH a 133d1S UONIW z J ' r T 4C-9 Rev. 3189 VI i� HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 11-21-1997 Center For Microcomputers In Transportation Sweets : (N-S) N 19th Ave (E-W) Oak St lyst : RA.B File Name : 19OEXATS .HC9 Area Type : Other 11-12-97 am peak Comment : 1997 existing traffic volumes - AM peak hour Northbound Southbound Eastbound westbound L T R L T R L T R L T R - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - No . Lanes 1 2 < 1 1 < > 1 < > 1 < Volumes 16 300 174 85 841 11 5 11 28 38 2 22 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 .0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - -------- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right T-?B Right SB Right :en 39 . OP Green 15 . 0A. `i'tllow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 - - - - - - - - - - - - - - - - - --- - - --- ------- - - = =---- -- - --- - --- - - -- - - - --- - - --- -- - - - - Intersect 3a Perfor<<<ance Summary Larne Group : Adj Sat v/c g/C Approach: Mvmt.s Cap Flow Ratio Ratio Delay LOS Delay LOS - - - - - - - - -- --- -- - - -- -- --- - - - -- - - - - -- - - - - - NB L 120 181 0 . 142 0 . 650 2 . 7 A 2 . 8 A TR 2168 3335 0 . 242 0 . 650 2 . 8 A SB L 429 660 0 . 207 0 . 650 2 . 8 A 7 . 0 B TR 1145 1761 0 . 784 0 . 650 7 .4 B EB LTR 354 1418 0 . 130 0 . 250 11 . 3 B 11.3 B WB LTR 340 1358 0 . 191 0 . 250 11 . 5 B 11 . 5 B Intersection Delay = 5 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 619 - - - - - - - - - - - - - - - - - - - -- - - - - - -- - - - - - - - - - - - - - -- - - - - - - - -- - - - - - - - - - - - - - - - - - - - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 11-21-1997 Center For Microcomputers In Transportation Streets : (N-S) N 19th Ave (E-W) Oak St "'_` lyst : RAB File Name : 190EX2TS .HC9 .--,:!a Type : Other 11-12-97 pm peak Comment : 1997 existing traffic volumes - PM peak hour 14,A-<__ Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - No . Lanes 1 2 < 1 1 < > 1 < > 1 < Volumes 12 897 148 37 521 8 5 6 3 113 8 -95 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - Signal Operations Phase Combination 1 2 3 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru F igh t * Right Peds * Peds EB Right N3 Right WB Right S3 Right 4' een 34 . OP _ Green 20 . OA _ :11ow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 - - - - - - - - - - - - - -- - - - - - - - - - - - - - - -- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- -- - Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - NB L 176 . 311 0 . 074 0 . 567 3 . 8 A 5 . 8 B TR 1957 3454 0 . 590 0 . 567 5 . 8 B SB L 120 208 0 . 325 0 . 567 5 . 0 A 5 . 8 B TR 998 1761 0 . 557 0 . 567 5 . 9 B EB LTR 465 1394 0 . 030 0 . 333 8 . 7 B 8 . 7 B WB LTR 469 1408 0 .484 0 . 333 10 . 9 B 10 . 9 B Intersection Delay = 6 .4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 551 - - - - - - - - - - - - - - - -- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 12-22-1997 Center For Microcomputers In Transportation c`reets (N-S) N 19th Ave (E-W) Oak St alyst : RAB File Name : 19OAMT.HC9 tirea Type : Other 11-12-97 am peak Comment : 1997 TOTAL TRAFFIC (EXIST + SITE) Northbound Southbound Eastbound westbound L T R L T R L T R L T R - - - - - - - - - - -- - - - - - - - - ---- - - - - - - - - - - - - - - - - - - - - - - - - No. Lanes 1 2 < 1 1 < > 1 < > 1 < Volumes 23 344 174 85 856 20 38 11 50 38 2 22 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - - - - - - - - - - - - - - -- - - - - - - - --- -- - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WB Left Thru * Thru Right * Right Peds * Peds EB Right NB Right WB Right SB Right --een 3 9-O P Green 15 . OA mellow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 ------ ------------- ---- - - --------- -- -- -- ---- ------ - ---- -- -- - - - - - - - -- - - - Intersection Performance Summar1, Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - - - - - - - - - -- ---- - -- - - - - - -- - - - - -- - - - - - - - - - - - NB L 120 181 0 . 200 0 . 650 2 . 8 A 2 . 9 A TR 2179 3352 0 . 263 0 . 650 2 . 9 A SB L 399 614 0 . 223 0 . 650 2 . 8 A 7 . 6 B TR 1143 1759 0 . 806 0 . 650 8 . 1 B EB LTR 337 1347 0 . 312 0 . 250 12 . 0 B 12 . 0 B WB LTR 311 1243 0 . 209 0 . 250 11 . 6 B 11 . 6 B Intersection Delay = 6 .4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 .'669 - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4d 12-22-1997 Center For Microcomputers In Transportation ----------------------------------------------------------------------- ----------------------------------------------------------------------- reets : (N-S) N 19th Ave (E-W) Oak St tlyst : RAB File Name : 19OPMT.HC9 ea Type : Other 11-12-97 pm peak Comment : 1997 TOTAL TRAFFIC (EXIST + SITE) ----------------------------------------------------------------------- ----------------------------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - ---- ---- ---- No. Lanes 1 2 < 1 1 < > 1 < > 1 < Volumes 38 925 148 37 574 51 26 6 17 113 8 95 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 RTOR Vols 0 0 0 0 Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- - - -- - - -- - --- - - - - - - - - - - - - - - - - - - - - - - - - - Signal Operations Phase Combination 1 2 3 4 5 6 7 8 NB Left * EB Left Thru * Thru Right * Right Peds * Peds SB Left * WE Left Thru * Thru- Right * Right Peds * Peds EB Right NB Right WE Right SB Right een 34 . OP Green 20 . OA .11ow/AR 3 . 0 Yellow/AR 3 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 ------------- ----- --- - - - ----------- ---- -------- ---- ------ - - - - - -- - - - - - - - Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- - - - - --- - -- - - - - - - --- - - -- - - - - - - - - -- - - - - NB L 120 208 0 . 333 0 . 567 5 . 1 B 5 . 9 B TR 1958 3456 0 . 606 0 . 567 5 . 9 B SB L 120 208 0 . 325 0 . 567 5 . 0 A 6 . 9 B TR 988 1743 0 . 666 0 . 567 7 . 1 B EB LTR 394 1183 0 . 129 0 . 333 9 . 0 B 9 . 0 B WE LTR 436 1309 0 . 520 0 . 333 11 . 3 B 11. 3 B Intersection Delay = 6 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 612 --------------- - - - - - - - - -- - ------------------------ ----------- - -- - - - - -- - BOZ THE CITY OF BOZEMAN U . 9� 35 NO. BOZEMAN AVE. P.O. BOX 640 # + CARNEGIE BUILDING BOZEMAN, MONTANA 59771.0640 9C�q?,f 88 ENGINEERING DEPARTMENT N CO. PHONE: (406) 582.2380 •TOO: (406) 582.2301 • FAX: (406) 582.2363 Sept. 16, 1997 Mr. Robert Beckman, P.E. 04,Morrison Maierle, Inc. 2020 Grand Ave. �` ,� -S Billings, MT 59102 gC�,a�yy• Re: Gateway Limited Partnership Subdivision Dear Mr. Beckman: Per your request, I added the assumed vehicle trips from Gateway Subdivision to our transportation model. I ran our models for the year 2000 and the year 2010, and assumed full build-out of the subdivision for each model year. Enclosed are network plots showing the results of the runs, along with the calculations for trip productions and attractions. These results may be of some value-in forecasting the traffic impact from this development, but they in no way nullify the need for a detailed traffic study using actual traffic volumes. if you have any questions, please contact me. Sincerely, Andy Kerr Engineering Assistant enc. HOME OF MONTANA STATE UNIVERSITY GATEWAY TO YELLOWSTONE PARK ..jam QRS Model Runr Gateway Limited Partnership Subdivision Assumed Traffic Impact: 400 Dwelling Units @ 8.8 trips/day = 3520 trips/day Trip Attractions EB Vti' HBNW NHB Retail Employees (0) 0 0 0 Non-retail Employees (0) 0 0 0 Dwelling Units (400) 0 400 200 Total Attractions: 600 Total Productions: 3520-600 = 2920 Trip Productions HBW = (.16)2920 = 467 HBNW = (.61)2920 = 1782 NHB = (.23)2920 = 672 Model Runs z9000cOl.out: Modified to extend Oak Street west of 19th, ran model to get link volumes. (1990 existing + committed street network, year 2000 socioeconomic data) z9000c02.out: Added Traffic Analysis Zone 169 tc contain Gateway Subdivision trip data; added N. 27th Avenue; ran model to get link volumes z9010cOl.out: 1990 existing + committed street network, year 2010 socioeconomic data; ran model to get link volumes z90I0c02.out: Added Traffic Analysis Zone 169 to contain Gateway Subdivision trip data; added N. 27th Avenue; ran model to get link volumes \ 3605_SI 3662393 �/O '�✓�-7 ._ 4"1 a26 4999.7o4 3 J 4330.1 12 3500 199 3557.372 5576.978 1176 071 991.8996 1071.269 1664.404 � .� a -.--.� 1028.86S 1430.112 -- 7, J71 9276.292 905 3.86 1 +673.399 4676.23 3430.1 12 1� 71 J04o.11 +081rn 1745 9: • •47. 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