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Home My WebLink About15 - Traffic Impact Study - Remington Apartments MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 Matt Hausauer, P.E. C&H Engineering & Surveying 1091 Stoneridge Drive Bozeman, MT 59718 November 16, 2015 Re: Remington Apartments Traffic Impact Study Marvin & Associates was retained to perform a Traffic Impact Study (TIS) to address potential traffic impacts that could be associated with the proposed Remington Apartments development located on Lot 3, Block 2 within the Kagy Crossroads Subdivision. The original TIS for Kagy Crossroads Subdivision was completed by Marvin & Associates in 1997 and numerous changes in the proposed land uses and adjacent street system have occurred since that time. Therefore, this TIS letter report (with attachments) is not considered to be an update to the original subdivision TIS, but concentrates on the impacts associated with this development alone. The Remington Apartments development will include the construction of 48 apartment units similar to existing apartments south of the development property (see attached Figure 1). Direct access to the site will be provided to both S 22nd Avenue and Remington Way. Remington Way intersects with South 19th Avenue to the east and S 22nd Avenue intersects with Kagy Boulevard to the south. Kay Boulevard and S 19th Avenue, are both principal arterial streets and their intersection is located approximately 700' south of the Remington Way — S 19th Avenue intersection. The Kagy—S 19th intersection has multiple approach lanes and is controlled by a traffic signal. The intersection of Remington Way and S 19th Avenue is controlled by stop signs on Remington Way. S 19th Avenue has 2 traffic lanes in each direction and there are opposing left-turn bays within the raised median at the Remington Way intersection. Lincoln Street intersects S 19th Avenue approximately 700' north of Remington Way. That intersection is controlled by stop signs and channelization does not allow left-turn movements from Lincoln Street onto S 19th Avenue. Existing Traffic Volumes Peak pm and am turning movement counts were taken at the intersection of Kagy Boulevard and S 19th Avenue. Turning movements counts were also taken at the intersections of Remington Way and Lincoln Street in the pm peak hour. Time constraints did not afford us an opportunity to count am hour traffic at those two intersections. Figure 2 (attached) illustrates the pm and am hour counts. In comparing the total volume entering the intersection of Kagy Boulevard and S 19th Avenue in the am and pm hours, it can be seen that the pm hour is approximately 10% higher than the am hour. More significant is the fact that eastbound left-turn movements from Remington Way and Kagy Boulevard would have approximately 19% less Mailing Address:P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 1 MARVIN & ASSOCIATES 1300 N.Transtech way Billings MT 59102 northbound traffic volumes conflicting with the left-turn movements in the am hour. Thus, any increase in the am left-turn volumes would not be as critical as the same movements in the pm hour. There were a total of 60 vehicles entering the Kagy Crossroads Subdivision and 144 vehicles exiting in the peak pm hour. Average weekday traffic (AWT) volumes were calculated based on an assumption that 10% of the AWT occurs during the peak pm hour. Thus, approximately 2,250 vehicles currently enter and exit the Kagy Crossroads Subdivision on the average weekday. Existing Capacity Capacity calculations were completed for the three potentially impacted intersections (attached). The calculation measures of efficiency are summarized in Table 1. It can be seen that none of the traffic movements at the Kagy Boulevard and S 19th Avenue intersection operate below level of service (LOS) "C" either in the am or pm hour. It can also be seen that overall delay is less in the am hour than in the pm hour due to lesser traffic volumes. The LOS for all movements at both the Lincoln Street and Remington Way intersections is currently "B" or better. Observations of operations at those intersections indicate that the delay at Remington can exceed 30 seconds for some vehicles, depending on coincident phasing cycles at the Kagy and S 19th intersection. Other vehicles have little or minimal delay. Table 1. Existing Peak Hour Capacity Analysis Summary Intersection MOE NB $B EB WB Movement Group L T R L TR L T R L T R Control Delay(srveh) 5.0 25.5 32.7 12.7 24.7 24.6 24.5 6.6 27.9 24.5 7.8 S. 19th Avenue&Kagy LOS A C C B C C C A C C A Boulevard Peak Ar1T WC Ratio 0.01 0.48 0.66 0.69 0.42 0.10 0.08 0.03 0.52 0.07 0.24 Queue Length(95%) 3 6 6 9 5 2 1 0 3 2 3 Movement Group L T R L TR L T R L T R Control Delay(s/veh) 7.9 30.3 33.5 14.5 33.8 21.2 20.4 4.9 34.7 20.3 6.5 S. 19th Avenue&Kagy LOS A C C B C C C A C C A Boulevard Peak PM WC Ratio 0.01 0.45 0.49 0.64 0,64 0.16 0.06 0.03 0.78 0.04 0.37 Queue Length 95% 1 5 3 8 9 2 2 1 10 2 5 Movement Group LTR LTR LTR LTR S. 19th Avenue & Control Delay(s/veh) 8.5 9.1 13.5 10.3 Remington Way Peak LOS A A B B VIC Ratio 0.01 0.03 0.03 0.02 PM Queue Length 95% 0 0 0 0 Movement Group LTR LTR LTR LTR Control Delay(s✓veh) 8.4 9.1 10A 14.8 S. 19th Avenue& LOS A A B B Lincoln Street Peak Ph! VIC Ratio 0.00 0.16 0.05 0.48 Queue Length(95%) 1 0 1 1 1 0 1 3 Mailing Address:P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 2 MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 New Site Generated Traffic The ITE Trip Generation Report, Ninth Edition was used to predict the number of trips that could be generated by the 48 apartment units associated with the Remington Apartments development. ITE Code 220 "Apartments" Indicates the rates and resultant number of trips that would be predicted: AWT - 6.65 trips/unit 320 trips 160 in 160 out Peak AM Hour= 0.51 trips/unit 25 trips 5 in 20 out Peak PM Hour = 0.62 trips/unit 30 trips 20 in 10 out Trip Distribution The directional distribution of new trips to and from the site was based solely on the directional distribution of existing traffic to and from the Kagy Crossroads Subdivision. That distribution would involve 45% trips to and from the north on S. 19th Avenue, 25% trips to and from the south on S 19th Avenue, and 30% trips to and from the east on Kagy Boulevard. As property west of Kagy Crossroads develops in the future, that distribution may be influenced by new attractions to the west Traffic Assignment Attached Figure 3 illustrates peak pm hour site traffic and AWT volume assignments on the existing street system. The assigned volumes were calculated based on least travel time calculations accounting for distance traveled, average travel speed, and average intersection delay for various intersection movements. The travel time analysis indicated that all site traffic to and from the north would use the Remington Way routing and all site traffic to and from the south and east would use the Kagy Boulevard routing. Also shown in Figure 3 is the resultant existing plus site traffic volumes at the three potential impacted intersections in the peak pm hour. Peak am hour assignments were not completed since it can easily be concluded from comparison of am and pm hour traffic volume differences that the pm hour traffic would be the worst case condition. Existing Plus Site Traffic Capacity Table 3 presents capacity calculation (attached) results based on the traffic volumes indicated in Figure 3. It can be seen that there would be no change in the LOS for any of the traffic movements at any of the three intersections. Only minor increases in delay were found and there would be slight variations in queue lengths in a few traffic lanes. None of the queues would impede access nor inhibit sight distance. Mailing Address:P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 3 MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 Table 2. Existing Plus Site Traffic Peak Hour Capacity Analysis Summary Intersection MOE NB SB EB WB Movement Group L T R L TR L T R L T R Control Delay(siveh) 8.0 30.3 33.5 14.5 33.8 21.2 20.5 5.0 34.8 20.3 6.5 S. 19th Avenue &Kagy LOS A C C B C C C A C C A Boulevard Peak PM VIC Ratio 0.21 0.45 0.49 0.64 0.64 0.17 0.07 0.03 0.78 0.05 0.37 Queue Length(95%) 1 5 4 7 9 3 1 1 10 2 6 Movement Group LTR LTR LTR LTR S. 19th Avenue& Control Delay(s/veh) 8.5 9.1 14.0 10.3 LOS A A B B Remington YYay Peak VIC Ratio 0.01 0.03 0.05 0.02 PM Queue Length(95%) 0 0 0 0 Movement Group LTR LTR LTR LTR Control Delay(s/veh) 8.4 9.1 10.4 14.8 S. 191h Avenue& LOS A A B B Lincohi Street Peak PAII VIC Ratio 0.00 0.16 0.05 0.48 Queue Length(95%) 0 1 0 3 Conclusions From our analysis it appears that the addition of 48 new apartment units within the Kagy Crossroads Subdivision would not substantially impact the surrounding streets or intersections. As traffic volumes continue to increase on both Kagy Boulevard and on S 19th Avenue, the LOS on the Remington Way approach to S 19th Avenue will be degraded and delay could become excessive. However, from a practical standpoint, when delay increases on that approach the travel time for access to S 19th will increase and drivers will switch their route to the Kagy Boulevard access, where delay is metered and predictable due to the traffic signal phasing and timing controls at the Kagy Boulevard and S 19th Avenue intersection. Robert R. Marvin, P.E., P.T.O.E. Mailing Address:P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 4 Remington Apartments TIS REPORT FIGURES r� ilk �c X ~n o ,• u d " ~T NO 3 j Remington Apartments r qg �¢t �m � '' ��p� t ��d: �# fit" .... •� � ��F `:^ ft � . xF { y �4 °r MARVIN & ASSOCIATES Lir�co/rr Street 6 916 152 30 PM 309 18,700 0 853 79 t? Remll"Won WOW 550 A34 872 4 26 n Avelrage ( J - Weekday VVV VVV lll�� Traffic 9 � 15 0 PM 0 18,100 5 � � o 1� 0p 6 916 6 1,700 Kugy Bou/evarr/ 4- b 43 12 441 425 25 352 487 63 544 28 306 32 j> PM •::1— 19 31 ==i AM <t— 28 35 � U Il ' � 295 13,700 8 �/ 143 � 00 8 319 272 40 425 380 Figure 2. Existing Peak PM Hour Traffic Volumes Mn MARVIN & ASSOCIATES Lhwo/r7 Street 6 925 152 30 309 144 Q Q 9 � j 0 858 79 p � �Pemir�g-tors t�Y�ry 5 144 y $ 43 872 4 26 g Remington Apartments � V 14. 15 0 -4:> 0 5 � � p 6 916 6 /�a_qy Bou/evard 3 6 4 175 2 a 95 p 12 441 425 Site Generated AWT Existing Plus 63 � 544 Site Traffic Peak PM Site Traffic Peak PM Hour 35 Y5 37 � � 295 80 13 319 272 Figure 3. Existing Plus Site Generated Traffic Volumes Remington Apartments TIS CAPACITY CALCULATIONS HCM Analysis Summary Existing Conditions Kagy Blvd/S 19th Ave Area Type: Non CBD R Marvin 11/01/2015 Analysis Duration: 15 rains. Peak AM Case: S 19 Kagy Exist AM Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 _ EB 3 1 L 12.0 T 12.0 R 12.0 _ WB 3 1 L 12.0 T 12.0 R 12.0 NB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 SB 3 2 L 12.0 T 12.0 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume(v h 28 31 8 143 28 306 40 425 380 487 352 25 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %HeavyVehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups L T R L T R L T R L TR Arrival"Type 3 3 3 3 3 3 3 3 3 3 3 RTOR Vol(v h) 5 100 120 5 Peds/Hour 5 5 5 5 %Grade 0 0 0 0 Buses/Flour 0 0 0 0 Parkers/I Lour(LcfijRight) --- --- --- --- --- --- -__ -_- Signal Settings:Actuated Operational Analysis Cycle Length: 80.0 Sec Lost Time Per Cycle:13.5 Sec Phase: 1 2 1 3 4 6 7 8 Ped Only EB LTP R j - ------J------ WB LTP R NB L I-,TP SB L LTP Green 18.0 26.0 22.5 0 YelloNvl All Red 3.5 1 1.5 3.5 0.0 3.5 1.5 Ca acity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay R --Group-- (vpli) atio sty Rati�-__Lscc e EB L 307 0.023 0.225 L M01 24.6 C 23.8 C T 419 0.018 0.225 T 0.081 24.5 C R 938 0.002 0.594 R 0.003 6.6 A WB J * L 306 0.117 0.225 L 0.520 27.9 C 16.7 B T 419 0.017 0.225 T 0.074 24.5 C R 938 0.145 0.594 R 0.244 7.8 A NB Lper 232 0.000 0.344 27.0 C L ro 575 0.025 0.325 L 0.055 5.0 A T 995 0.133 0.281 T 0.474 25.5 C * R 441 0.184 0.281 R 0.655 32.7 C SB L er 205 0.000 0.344 _ _ 17.9 B * L ro _575 0.306 0.325 L 0.694 12.7 B TR 987 0.118 0.281 TR --0.418 --24.7 C Intersection:Delay=21.1 sec/veh hit.LOS=C X =0.73 *Critical Lane Group �(v/s)Crit=0.61 SIG/Cinema v3.08 c Marvin&Associates Page 1 NETSIM Summary Results Existing Conditions Kagy Blvd/S 19th Ave R Marvin 1 1/01/2015 Peak AM Case: S 19 Kagy Exist AM 7- Queues Spillback in- Per Lane Average Worst Lane 352 Lane Avg/Max Speed (%of Peak 25 1487 App Group (veh) (mph) Period) ,� L► I EB L 1 / 2 7.8 0.0 L T 1 / 1 12.0 0.0 306 28 R 0/ 0 23.2 0.0 �Jl l L► 143 All 10.1 0.0 f- WB L 2/ 3 8.3 0.0 T 1 / 2 19.3 0.0 --' R _2/ 3 20.4 0.0 �28 All 16.5 0.0 31 NB L 1 / 3 15.9 0.0 T 4 / 6 13.0 0.01 1 �380 R 4/ 6 16.1 0.0 40 425 All 14.2 0.0 SB L 7/ 9 _ 8.8 0.0 1 -- 2 3 TR 4/ 5 13.6 0.0 17 4 225 1 4 022 1 4 2 All 11.2 0.0 Intersect. 13.1 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Conditions Kagy Blvd/S 19th Ave Area Type: Non CBD R Marvin 1 1/01/2015 Analysis Duration: 15 mins. Peak I'M Case: S 19 Kagy Exist Lanes - Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 1 L 12.0 T 12.0 R 12.0 WB 3 1 L 12.0 T 12.0 R 12.0 NB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 East West North South Data L T R L T R L I' R L T R Movement Volume v h 63 32 35 295 19 544 8 319 272 425 441 12 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Grou s L T R L T R L T R L TR Arrival Tye 3 3 3 3 3 3 3 3 3 3 3 RTOR Vol(v h) 5 200 120 5 Peds/Hour - 5 j j %Grade 0 0 0 0 Buses/Hour _ 0 0 _ 0 0 Parkers/Hour(LeftlRight) --- - - ___ ___ Signal Settings:Actuated Operational Analysis Cycle Length: 84.0 See Lost Time Per Cycle: 13.5 See Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP R --- ---- -- WB LTP R NB L LTI3 - - - SB L LTP Green _26.0 26.0 18.5 0 Yellow All Red 3.5 1.5 3.5 1 0.0 3.5 1 1.5 Ca acit Anal ysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay rou ---Ratio a Grszu i _(sccLvch�__ _c L9S_ EB L 427 0.051 0.310 L 0.164 21.2 C 17.1 B T 577 0.019 0.310 T 0.062 20.4 C R 1044 0.021 0.661 R 0.032 4.9 A WB * L 421 0.241 0.310 L 0.779 34.7 C 19.5 B T 577 0.011 0.310 T 0.036 20.3 C R 1044 0.242 0.661 R 0.366 6.5 A NB L er 128 0.000 0.280 __ 30.9 C L ro _ 548 0.005 0.310 L _ 0.013 _ 7.9 A T 779 0.100 0.220 T 0.454 30.3 C R 345 0.108 0.220 R 0.490 33.5 _ C SB L er 191 0.000 0.280 _ 24.4 C_ * I-pro 548 0.267 _ 0.310 L 0.639 14.5 B * TR 777 0.141 0.220 TR 0.641 33.8-- Intersection:Delay=23.9 sec/vela hlt.LOS=C X =0.77 *Critical Lane Group :2:(v/s)Crit=0.65 SIG/Cinema v3.08 c Marvin&Associates Page 1 NETSIM Summary Results Existing Conditions Kagy Blvd/S 19th Ave R Marvin 11/01/2015 Peak PM Case: S 19 Kagy Exist Queues Spillback in Per Lane Average Worst Lane 441 Lane Avg/Max Speed (%of Peak 12 425 App Group (veh) (Mph) Period) EB L 2/ 2 9.5 0.0 T 1 / 2 16.1 0.0 544 19 R 0/ 1 19.7 0.0 � -295 All 12.7 0.0 --- -_ WB L 6/ 10 7.0 0.0 T 0/ 2 24.3 0.0 R 3 / 5 19.3 0.0 -_ - 63 +� All 14.2 0.0 32 -- - -� 3 5 NB L 0/ 1 11.6 _ 0.0 _J T 3 / 5 11.4 0.0 R 2/ 3 16.6 0.0 8 �272 - - 319 All 12.6 0.0 j SB L 1 51 8 12.5 0.0 1 2 3 TR 5 / 9 11.1 0.0 - 24 4 2 26 1 4 0 IS 4 2 All 11.5 0.0 Intersect. 12.7 SIG/Cinema v3.08 Page 2 Marvin&Associates r fi ,. -•,µ�',a-Row- 0"". �b v,@ General Information Site Information Analyst R Marvin Intersection Remington&S 19th Avenue Agency/Co. Marvin&Associates Jurisdiction Bozeman Date Performed 11/1/2015� East/West Street Remington St Analysis Year 2015 North/South Street S 19th Avenue Time Analyzed Peak PM Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Remington Apartments Lanes _r +- V- t3 '� .11 Y I t- r Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 lU 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume(veh/h) 9 0 5 0 0 15 6 916 6 26 4 872 34 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 0 Proportion Time Blocked 0.800 0.800 0.360 0.800 0.800 0.360 0.360 0.360 Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length,and Level of Service Flow Rate(veh/h) 15 16 7 32 Capacity 441 698 1047 917 We Ratio 0.03 0.02 0.01 0.03 95%Queue Length 0.1 0.1 0.0 0.1 Control Delay(s/veh) 13.5 10.3 8.5 9.1 Level of Service(LOS) B B A q Approach Delay(s/veh) 13.5 10.3 0.1 0.3 Approach LOS B B A A Copyright 0 2015 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.70 Generated:11/2/2015 3:09:56 PM S 19th&Remingtom Exist.xtw NINE 1014 '�"�' w �� General Information Site Information Analyst R Marvin Intersection �� S.19th Avenue&Lincoln Agency/Co. Marvin&Associates Jurisdiction Bozeman Date Performed 11/2/2015 East/West Street Lincoln Analysis Year 2015 North/South Street Time Analyzed Peak PM Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Remington Apartments Lanes+ S �R !k u�.liJt`�i.ro`CL tJorthSUuth Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 lU 1 2 3 4U 4 5 6 Number of Lanes 0 1 1 0 1 1 0 1 2 0 0 1 2 0 Configuration T R T R L T TR L T TR Volume(veh/h) 0 30 0 309 0 853 79 152 916 6 Percent Heavy Vehicles 0 0 0 0 0 1 Proportion Time Blocked 0.800 0.360 0.800 0.360 0.360 0.360 Right Turn Channelized Yes Yes No No Median Type Left+Thru Median Storage 1 Delay, Queue Length,and Level of Service Flow Rate(veh/h) 33 336 165 Capacity 234 698 252 698 1047 1043 v/c Ratio 0.05 0.48 0.16 95%Queue Length 0.1 2.6 0.6 Control Delay(s/veh) 4 20.4 10.4 19.3 14.8 8A 9.1 Level of Service(LOS) C B C B A A Approach Delay(s/veh) 10.4 14.8 1.3 Approach LOS B B A Copyright 0 2015 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.70 Generated:11/2/2015 3:11:16 PM S 19th&Lincoln Exist.xtw HCM Analysis Summary Existing PLus Site"Traffic Kagy Blvd/S 19th Ave Area Type: Non CBD R Marvin 11/01/2015 Analysis Duration: 15 rains. Peak PM Case: S 19 Kagy Exist Plus Lanes _ Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 3 1 L 12.0 T 12.0 R 12.0 WB 3 1 L 12.0 T 12.0 R 12.0 NB 4 2 L 12.0 T 12.0 T 12.0 R 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 1 1- East West North South Data L T R L T R L T R L T R Movement Volume v h 63 35 37 295 25 544 13 319 272 425 441 12 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 Lane Groups L T R L T R L T R L TR Arrival T e 3 3 3 3 3 3 3 3 3 3 3 RTOR Vol(v h) 5 200 120 5 Peds/Hour 5 5 5 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/1-lour(LeftjRight) --- I- I- ___ __ I __- - - Signal Settings:Actuated _ Operational Analysis Cycle Length: 84.0 Sec Lost Time Per Cycle: 13.5 Sec Phase: I 2 3 4 5 _ 6 7 8 Ped Only EB LTP R WB _ LTP R NB L LTP SB L LTP Green 26.0 26.0 18.5 0 Yellowl All Red 3.5 1.5 3.5 0.0 3.5 1.5 Eli Ca acit y Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay R -Group (_vp at' Lvch EB L 424 0.051 0.310 L 0.165 21.2 C 17.0 B T 577 0.021 0.310 T 0.068 20.5 C R 1044 0.023 0.661 R 0.034 5.0 A WB _ * L 420 0.242 0.310 L 0.781 34.8 C 19.6 B T 577 0.015 0.310 T 0.049 20.3 C _ R 1044 0.242 0.661 R 0.366 6.5 A NB__ L er 128 0.000 0.280 30.7 C ___I,pro 548 0.008 0.310 L 0.021 8.0 A T 779 0.100 0.220 T 0.454 30.3 _C R 345 0.108 0.220 R 0.490 33.5 C SB L er 191 0.000 0.280 24.4 C * L ro 548 0.267 0.310 L 0.639 14.5 B * TR 777 0.141 0.220 TR 0.641 33.8 C Intersection:Delay=23.9sce/veh Int.LOS=C X =0.77 *Critical Lane Group -5:(v/s)Crit=0.65 SIG/Cinema v3.08 c Marvin&Associates Page I NETSIM Summary Results Existing Plus Site Traffic Kagy Blvd/S 19th Ave R Marvin 1 1/01/2015 Peak PM Case: S 19 Kagy Exist Plus Queues Spillback in Per Lane Average Worst Lane 441 Lane Avg/Max Speed (%of Peak 12 425 App Group (veh) (mph) Period) EB L 2/ 3 8.7 0.0 ` T 1 / 1 19.0 0.0 544 I f- 25 R 0/ 1 21.5 0.0 295 All 12.9 0.0 WB L 6 / 10 7.6 0.0 T _ 0/ 2 24.2 _._._ 0.0 -` R 3 / 6 19.8 0.0 63- All 14.9 0.0 35 37 NB L 0/ 1 12.7 _ 0.0 T 3 / 5 11.9 0.0 �l �272 R 2/ 4 16.4 0.0 13 319 All 13.1 0.0 SB L 5/ 7 12.6 0.0 1 2 3 TR 51 9 10.9 0.0 24 4 2 26 4 0l 8 4 2 All 11.4 0.0 Intersect. 12.9 SIG/Cinema v3.08 Page 2 Marvin&Associates i s st' r k WIF r "k ?! ''.t'g`�s'';.¢^.+' ?•f,K+,t''�5. *' 'g�'.a q `,y.5c"General Information Site Information Analyst R Marvin Intersection Remington&S 19th Avenue Agency/Co. Marvin&Associates Jurisdiction Bozeman Date Performed 11/1/2015 East/West Street Remington St Analysis Year 2015 North/South Street S 19th Avenue Time Analyzed Peak PM Exist Plus Site Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Remington Apartments :Lanes -4 ` tl'1 11 t Y 1 h!tijai Str�•ct fdirtix-Saudi Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 lU 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 i 0 0 1 2 0 Configuration LTR LTR w L...., _ T v TR L T TR Volume(veh/h) 14 0 5 0 0 15 6 916 6 26 4 872 43 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 0 Proportion Time Blocked 0.800 0.800 0.360 0.800 0.800 0.360 0.360 :::t:: 0.360 Right Turn Channelized No No No No Median Type Left Only Median Storage 1 Delay, Queue Length,and Level of Service Flow Rate(veh/h) 20 16 7 32 Capacity 421 698 1047 917 v/c Ratio 0.05 0.02 0.01 0.03 95%Queue Length 0.1 0.1 0.0 0.1 Control Delay(s/veh) 14.0 10.3 8.5 9.1 Level of Service(LOS) B B A A Approach Delay(s/veh) 14.0 10.3 0.1 0.3 Approach LOS _W...,.�,. ...�8 B . .��.,..-..._ A A Copyright m 2015 University of Florida.All Rights Reserved. HCS 2010'"TWSC Version 6.70 Generated:11/2/2015 4:06:19 PM S 19th&Remingtom Exist Plus.xtw s�,^ter fr 510 0— 11..:. ..s 9 ``x.... - ;., ,I�. w101t i�,,�9�#'Pe3 Asa b General Information Site Information Analyst R Marvin Intersection S.19th Avenue&Lincoln Agency/Co. Marvin&Associates Jurisdiction Bozeman Date Performed 11/2/2015 East/West Street Lincoln Analysis Year 2015 North/South Street Time Analyzed Peak PM Exist Plus Site Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Remington Apartments Lanes J4 1 L _a -4 il'I'll tY t "r :vajoi Stnret North-Smith Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound W. d _ _ Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 lU 1 2 3 4U 4 5 6 Number of Lanes 0 1 1 0 1 1 0 1 2 0 0 1 2 0 Configuration T R T R L T TR L T TR Volume(veh/h) 0 30 0 ; 309 0 858 79 152 925 6 Percent Heavy Vehicles 0 0 0 0 0 1 Proportion Time Blocked 0,800 0.360 0,800 0.360 0.360 0.360 Right Turn Channelized Yes Yes No No Median Type Left+Thru Median Storage 1 Delay, Queue Length,and Level of Service Flow Rate(veh/h) 33 336 165 Capacity 233 698 250 698 1047 1043 v/c Ratio 0.05 0,48 0.16 95%Queue Length 0.1 2.6 0.6 Control Delay(s/veh) 20.4 10.4 19.4 14.8 8.4 9.1 Level of Service(LOS) C B C B A A .::LL------ Approach Delay(s/veh) a 10.4 14.8 1.3 Approach LOS B B A Copyright Q 2015 University of Florida.All Rights Reserved. HCS 2010'"TWSC Version 6.70 Generated:11/2/2015 4:07:42 PM S 19th&Lincoln Exist Plus.xtw