Name M. ID Result. PWL Lw / Li Operating Time Height Coordinates Day Evening Night Type Value norm. Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) (min) (min) (min) (ft) (ft) (ft) (ft) AC_COM041 AC_COM041 88.9 88.9 88.9 Lw 88.9 675.00 0.00 405.00 5.00 g 6577045.25 2186680.69 5.00 AC_COM042 AC_COM042 88.9 88.9 88.9 Lw 88.9 675.00 0.00 405.00 5.00 g 6577047.42 2186719.75 5.00 BBCOURT1 BBCOURT1 88.9 88.9 88.9 Lw 88.9 900.00 0.00 0.00 5.00 r 6577016.06 2187596.74 5.00 OUT01 OUT01 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576100.42 2187318.27 5.00 OUT02 OUT02 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576162.92 2187346.92 5.00 OUT03 OUT03 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576209.79 2187293.53 5.00 OUT04 OUT04 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576222.81 2187232.33 5.00 OUT05 OUT05 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576155.10 2187197.18 5.00 OUT06 OUT06 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576084.79 2187158.11 5.00 OUT07 OUT07 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576048.33 2187091.71 5.00 OUT08 OUT08 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576159.01 2186931.55 5.00 OUT09 OUT09 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576208.49 2186935.46 5.00 OUT10 OUT10 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576475.42 2186716.71 5.00 OUT11 OUT11 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576556.14 2186725.82 5.00 OUT12 OUT12 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576666.82 2186788.32 5.00 OUT13 OUT13 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576356.93 2186622.96 5.00 OUT14 OUT14 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576284.01 2186624.26 5.00 OUT15 OUT15 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576472.81 2187037.02 5.00 OUT16 OUT16 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576659.89 2187254.66 5.00 OUT17 OUT17 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576598.70 2187227.31 5.00 OUT18 OUT18 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576636.46 2187188.25 5.00 OUT19 OUT19 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576689.84 2186533.30 5.00 OUT20 OUT20 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6576264.06 2186460.39 5.00 OUT21 OUT21 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6575762.76 2186716.90 5.00 OUT22 OUT22 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6575813.54 2186750.75 5.00 OUT23 OUT23 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574727.84 2187533.69 5.00 OUT24 OUT24 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574860.48 2187410.77 5.00 OUT25 OUT25 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574859.09 2187392.02 5.00 OUT26 OUT26 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574740.34 2187346.19 5.00 OUT27 OUT27 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574812.56 2187260.77 5.00 OUT28 OUT28 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574863.26 2187287.16 5.00 OUT29 OUT29 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574867.43 2187556.61 5.00 OUT30 OUT30 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574821.59 2187580.91 5.00 OUT31 OUT31 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574797.29 2187560.77 5.00 OUT32 OUT32 91.5 91.5 91.5 Lw 91.5 900.00 0.00 0.00 5.00 r 6574685.48 2187506.61 5.00 KIDS1 KIDS1 89.4 89.4 89.4 Lw 89.4 900.00 0.00 0.00 5.00 r 6576843.75 2187642.31 5.00 SWIM01 SWIM01 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576374.94 2186786.67 5.00 SWIM02 SWIM02 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576325.63 2186806.81 5.00 SWIM03 SWIM03 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576278.41 2186860.97 5.00 SWIM04 SWIM04 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576229.11 2186908.19 5.00 SWIM05 SWIM05 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576072.86 2187220.00 5.00 SWIM06 SWIM06 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576155.50 2187272.78 5.00 SWIM07 SWIM07 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576183.19 2186898.91 5.00 SWIM08 SWIM08 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576531.49 2186693.83 5.00 SWIM09 SWIM09 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576324.25 2186594.00 5.00 SWIM10 SWIM10 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6576677.98 2186584.24 5.00 SWIM11 SWIM11 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6575969.43 2187250.47 5.00 SWIM12 SWIM12 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6574743.12 2187318.41 5.00 SWIM13 SWIM13 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6574764.65 2187293.41 5.00 SWIM14 SWIM14 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6574842.43 2187357.99 5.00 SWIM15 SWIM15 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6574843.81 2187456.61 5.00 SWIM16 SWIM16 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6574813.95 2187518.41 5.00 SWIM17 SWIM17 94.6 94.6 94.6 Lw 94.6 900.00 0.00 0.00 5.00 r 6574734.79 2187517.02 5.00 PICKLE1 PICKLE1 96.4 96.4 96.4 Lw 96.4 900.00 0.00 0.00 5.00 r 6577042.97 2187418.78 5.00 PICKLE2 PICKLE2 96.4 96.4 96.4 Lw 96.4 900.00 0.00 0.00 5.00 r 6576983.07 2187364.10 5.00 SPORT01 SPORT01 87.0 87.0 87.0 Lw 87.0 900.00 0.00 0.00 5.00 r 6576937.06 2187468.26 5.00 SPORT02 SPORT02 87.0 87.0 87.0 Lw 87.0 900.00 0.00 0.00 5.00 r 6576890.19 2187516.01 5.00 SPORT03 SPORT03 87.0 87.0 87.0 Lw 87.0 900.00 0.00 0.00 5.00 r 6576924.04 2187631.46 5.00 SPORT04 SPORT04 87.0 87.0 87.0 Lw 87.0 900.00 0.00 0.00 5.00 r 6577056.86 2187503.85 5.00 SPORT05 SPORT05 87.0 87.0 87.0 Lw 87.0 900.00 0.00 0.00 5.00 r 6576046.44 2187309.41 5.00 SPORT06 SPORT06 87.0 87.0 87.0 Lw 87.0 900.00 0.00 0.00 5.00 r 6576083.77 2187202.64 5.00 Line Source(s)
Name M. ID Result. PWL Result. PWL' Lw / Li Operating Time Moving Pt. Src Height Day Evening Night Day Evening Night Type Value norm. Day Special Night Number Speed (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) Day Evening Night (mph) (ft) Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Area Source(s)
Name M. ID Result. PWL Result. PWL'' Lw / Li Operating Time Height Day Evening Night Day Evening Night Type Value norm. Day Special Night (ft) (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) Urban Crossroads, Inc.
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Item 2.
Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Barrier(s)
Name Sel. M. ID Absorption Z-Ext. Cantilever Height Coordinates left right horz. vert. Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
Building(s)
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
BUILDING BUILDING00001 x 0 0.00 a 6576101.17 2187019.41 0.00 0.00 6576175.39 2187019.41 0.00 0.00
6576174.52 2186972.10 0.00 0.00
6576101.17 2186972.53 0.00 0.00
BUILDING BUILDING00002 x 0 0.00 a 6576109.85 2186932.60 0.00 0.00 6576131.99 2186920.45 0.00 0.00
6576118.97 2186898.32 0.00 0.00
6576097.27 2186910.47 0.00 0.00
BUILDING BUILDING00003 x 0 0.00 a 6576354.21 2187096.67 0.00 0.00 6576381.99 2187067.15 0.00 0.00
6576331.64 2187019.41 0.00 0.00
6576302.99 2187047.19 0.00 0.00
BUILDING BUILDING00004 x 0 0.00 a 6576414.54 2187069.32 0.00 0.00 6576435.37 2187047.19 0.00 0.00
6576410.63 2187022.45 0.00 0.00
6576389.37 2187045.02 0.00 0.00
BUILDING BUILDING00005 x 0 0.00 a 6576376.35 2187025.05 0.00 0.00 6576447.96 2186950.40 0.00 0.00
6576415.41 2186918.71 0.00 0.00
6576343.36 2186993.80 0.00 0.00
BUILDING BUILDING00006 x 0 0.00 a 6576461.85 2186926.09 0.00 0.00 6576486.15 2186902.66 0.00 0.00
6576493.97 2186909.17 0.00 0.00
6576510.03 2186891.37 0.00 0.00
6576461.85 2186843.19 0.00 0.00
6576418.88 2186889.20 0.00 0.00
BUILDING BUILDING00007 x 0 0.00 a 6576460.98 2186972.53 0.00 0.00 6576495.70 2187007.26 0.00 0.00
6576520.88 2186980.78 0.00 0.00
6576483.98 2186947.36 0.00 0.00
BUILDING BUILDING00008 x 0 0.00 a 6576550.82 2187064.11 0.00 0.00 6576578.17 2187035.03 0.00 0.00
6576545.18 2187002.92 0.00 0.00
6576518.27 2187032.43 0.00 0.00
6576537.80 2187051.96 0.00 0.00
BUILDING BUILDING00009 x 0 0.00 a 6576566.02 2187094.93 0.00 0.00 6576584.68 2187112.29 0.00 0.00
6576615.06 2187079.74 0.00 0.00
6576596.83 2187061.51 0.00 0.00
BUILDING BUILDING00010 x 0 0.00 a 6576526.52 2187170.89 0.00 0.00 6576557.33 2187139.64 0.00 0.00
6576538.24 2187122.27 0.00 0.00
6576507.86 2187154.39 0.00 0.00
BUILDING BUILDING00011 x 0 0.00 a 6576481.38 2187134.43 0.00 0.00 6576503.08 2187110.99 0.00 0.00
6576467.49 2187078.00 0.00 0.00
6576445.79 2187100.14 0.00 0.00
BUILDING BUILDING00012 x 0 0.00 a 6577064.34 2186749.27 0.00 0.00 6577062.60 2186662.90 0.00 0.00
6577065.64 2186662.46 0.00 0.00
6577063.90 2186575.66 0.00 0.00
6577013.12 2186576.53 0.00 0.00
6577013.12 2186597.79 0.00 0.00
6576950.19 2186597.79 0.00 0.00
6576951.92 2186699.36 0.00 0.00
6576946.72 2186699.36 0.00 0.00
6576949.32 2186754.91 0.00 0.00
6577026.58 2186754.04 0.00 0.00
6577026.58 2186750.14 0.00 0.00
BUILDING BUILDING00013 x 0 0.00 a 6574677.44 2187286.05 0.00 0.00 6574715.63 2187242.64 0.00 0.00
6574707.82 2187237.43 0.00 0.00
6574707.82 2187229.62 0.00 0.00
6574742.54 2187229.62 0.00 0.00
6574743.41 2187217.47 0.00 0.00
Urban Crossroads, Inc.
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Item 2.
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
6574884.03 2187218.34 0.00 0.00
6574886.64 2187175.80 0.00 0.00
6574737.33 2187176.67 0.00 0.00
6574738.20 2187153.23 0.00 0.00
6574691.33 2187154.10 0.00 0.00
6574691.33 2187219.21 0.00 0.00
6574652.26 2187266.08 0.00 0.00
BUILDING BUILDING00014 x 0 0.00 a 6574709.82 2187615.91 0.00 0.00 6574730.22 2187593.77 0.00 0.00
6574680.74 2187547.33 0.00 0.00
6574646.01 2187583.79 0.00 0.00
6574684.64 2187618.94 0.00 0.00
6574697.23 2187605.49 0.00 0.00
BUILDING BUILDING00015 x 0 0.00 a 6574750.61 2187429.89 0.00 0.00 6574754.09 2187407.32 0.00 0.00
6574750.61 2187389.09 0.00 0.00
6574741.07 2187372.60 0.00 0.00
6574723.70 2187357.84 0.00 0.00
6574708.08 2187350.90 0.00 0.00
6574678.57 2187351.76 0.00 0.00
6574653.39 2187363.05 0.00 0.00
6574642.98 2187376.07 0.00 0.00
6574635.16 2187390.83 0.00 0.00
6574633.43 2187410.79 0.00 0.00
6574635.16 2187430.76 0.00 0.00
6574642.98 2187447.25 0.00 0.00
6574653.39 2187459.40 0.00 0.00
6574676.83 2187468.95 0.00 0.00
6574704.61 2187470.69 0.00 0.00
6574733.25 2187457.67 0.00 0.00
Ground Absorption(s)
Name Sel. M. ID G Coordinates
x y
(ft) (ft)
Contour(s)
Name Sel. M. ID OnlyPts Height Coordinates
Begin End x y z
(ft) (ft) (ft) (ft) (ft)
Vertical Area Source(s)
Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Rail
Name Sel. M. ID Lw' Train Class Correct. Vmax
Day Night Track
(dBA) (dBA) (dB) (km(mph)
Sound Level Spectra
Name ID Type Oktave Spectrum (dB) Source
Weight. 31.5 63 125 250 500 1000 2000 4000 8000 A lin
Roads
Name Sel. M. ID Lme Count Data exact Count Data Speed Limit SCS Surface Gradient Mult. Reflection Day Evening Night DTV Str.class. M p (%) Auto Truck Dist. Dstro Type Drefl Hbuild Dist. (dBA) (dBA) (dBA) Day Evening Night Day Evening Night (mph) (mph) (dB) (%) (dB) (ft) (ft) RoadsGeo
Name Height Coordinates Dist LSlope
Begin End x y z Ground (ft) (%)
(ft) (ft) (ft) (ft) (ft) (ft)
Urban Crossroads, Inc.
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Item 2.
ͭͲͱͱͮ‐ͬͮ NA COVA
APPENDIX 9.1:
CADNAACONSTRUCTION NOISE CALCULATIONS
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ͭͲͱͱͮ‐ͬͮ NA COVA
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Item 2.
16552 - Relevant Coachella
CadnaA Noise Prediction Model: 16552-02_Construction.cna Date: 05.08.25
Analyst: B. Maddux
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB) 0.00
Max. Search Radius (ft) 6561.70
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (ft) 3280.80
Min. Length of Section (ft) 3.30
Min. Length of Section (%) 0.00
Proj. Line Sources On
Proj. Area Sources On
Ref. Time
Daytime Penalty (dB) 0.00
Recr. Time Penalty (dB) 5.00
Night-time Penalty (dB) 10.00
DTM
Standard Height (m) 0.00
Model of Terrain Triangulation
Reflection
max. Order of Reflection 2
Search Radius Src 328.08
Search Radius Rcvr 328.08
Max. Distance Source - Rcvr 3280.84 3280.84
Min. Distance Rvcr - Reflector 3.28 3.28
Min. Distance Source - Reflector 0.33
Industrial (ISO 9613 (1996))
Lateral Diffraction some Obj
Obst. within Area Src do not shield On
Screening Incl. Ground Att. over Barrier
Dz with limit (20/25)
Barrier Coefficients C1,2,3 3.0 20.0 0.0
Temperature (°F) 50
rel. Humidity (%) 70
Ground Absorption G 0.50
Wind Speed for Dir. (mph) 6.7
Roads (TNM)
Railways (FTA/FRA)
Aircraft (???)
Strictly acc. to AzB
Receiver Noise Levels
Name M. ID Level Lr Limit. Value Land Use Height Coordinates Day Night CNEL Day Night CNEL Type Auto Noise Type X Y Z (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) (ft) (ft) (ft) (ft) R1 R1 63.2 -43.8 60.2 0.0 0.0 0.0 x Total 5.00 r 6576713.36 2187811.69 5.00 R2 R2 61.5 -45.5 58.5 0.0 0.0 0.0 x Total 5.00 r 6577266.14 2187619.33 5.00 R3 R3 63.6 -43.4 60.6 0.0 0.0 0.0 x Total 5.00 r 6576991.23 2185760.47 5.00 R4 R4 63.3 -43.7 60.3 0.0 0.0 0.0 x Total 5.00 r 6575213.88 2186372.45 5.00 R5 R5 54.6 -52.4 51.6 0.0 0.0 0.0 x Total 5.00 r 6573722.13 2187348.69 5.00 Point Source(s)
Name M. ID Result. PWL Lw / Li Operating Time Height Coordinates Day Evening Night Type Value norm. Day Special Night X Y Z (dBA) (dBA) (dBA) dB(A) (min) (min) (min) (ft) (ft) (ft) (ft) Line Source(s)
Name M. ID Result. PWL Result. PWL' Lw / Li Operating Time Moving Pt. Src Height Day Evening Night Day Evening Night Type Value norm. Day Special Night Number Speed (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) Day Evening Night (mph) (ft) Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Area Source(s)
Urban Crossroads, Inc.
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Item 2.
Name M. ID Result. PWL Result. PWL'' Lw / Li Operating Time Height Day Evening Night Day Evening Night Type Value norm. Day Special Night (ft) (dBA) (dBA) (dBA) (dBA) (dBA) (dBA) dB(A) (min) (min) (min) CA1 CA1 122.9 15.9 15.9 67.6 -39.4 -39.4 PWL-Pt 115.9 8 r Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
CA1 CA1 8.00 r 6574560.40 2187709.86 8.00 0.00
6577138.04 2187706.83 8.00 0.00
6577112.80 2185819.53 8.00 0.00
6575836.24 2185818.22 8.00 0.00
6575837.65 2186427.42 8.00 0.00
6575193.35 2186428.92 8.00 0.00
6575194.92 2187107.91 8.00 0.00
6574552.71 2187109.37 8.00 0.00
Barrier(s)
Name Sel. M. ID Absorption Z-Ext. Cantilever Height Coordinates left right horz. vert. Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
Building(s)
Name Sel. M. ID RB Residents Absorption Height Coordinates Begin x y z Ground
(ft) (ft) (ft) (ft) (ft)
Ground Absorption(s)
Name Sel. M. ID G Coordinates
x y
(ft) (ft)
Contour(s)
Name Sel. M. ID OnlyPts Height Coordinates
Begin End x y z
(ft) (ft) (ft) (ft) (ft)
Vertical Area Source(s)
Name ID Height Coordinates
Begin End x y z Ground
(ft) (ft) (ft) (ft) (ft) (ft)
Rail
Name Sel. M. ID Lw' Train Class Correct. Vmax
Day Night Track
(dBA) (dBA) (dB) (km(mph)
Sound Level Spectra
Name ID Type Oktave Spectrum (dB) Source
Weight. 31.5 63 125 250 500 1000 2000 4000 8000 A lin
Roads
Name Sel. M. ID Lme Count Data exact Count Data Speed Limit SCS Surface Gradient Mult. Reflection Day Evening Night DTV Str.class. M p (%) Auto Truck Dist. Dstro Type Drefl Hbuild Dist. (dBA) (dBA) (dBA) Day Evening Night Day Evening Night (mph) (mph) (dB) (%) (dB) (ft) (ft) RoadsGeo
Name Height Coordinates Dist LSlope
Begin End x y z Ground (ft) (%)
(ft) (ft) (ft) (ft) (ft) (ft)
Urban Crossroads, Inc.
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Item 2.
COVA
Transportation
Analysis Report
Prepared for: Submitted:
City of Coachella November 2025
Relevant Partners
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Item 2.
P
Table of Contents
Executive Summary ..........................................................................................................................1 Project Description........................................................................................................................................................1 CEQA Transportation Impact Analysis ....................................................................................................................1 Level of Service (LOS) Analysis ................................................................................................................................2
1. Introduction....................................................................................................................................3
1.1 Project Description ..................................................................................................................................................3
1.2 CEQA Transportation Impact Analysis .............................................................................................................2
1.2.1 Analysis Scenarios.........................................................................................................................................2
1.3 Level of Service (LOS) Analysis ..........................................................................................................................2
1.3.1 Study Area........................................................................................................................................................2
1.3.2 Analysis Scenarios........................................................................................................................................3
1.4 Report Organization ...............................................................................................................................................5
2. Analysis Methodology .................................................................................................................6
2.1 Intersection Analysis...............................................................................................................................................6
2.2 LOS Standards.........................................................................................................................................................7
2.3 Travel Demand Modeling ....................................................................................................................................8
2.5 Transportation Impact Analysis Methodology..............................................................................................9
3. Existing Year (2025) Conditions ..............................................................................................10
3.1 Existing Roadway Facilities ................................................................................................................................ 10
3.1.1 Regional Roadways ..................................................................................................................................... 10
3.1.2 Local Roadways .......................................................................................................................................... 10
3.2 Bicycle Facilities................................................................................................................................................... 10
3.2.1 Existing Bicycle Facilities ..........................................................................................................................11
3.2.2 Planned Bicycle Facilities.........................................................................................................................11
3.3 Pedestrian Facilities ..............................................................................................................................................11
3.4 Transit Facilities .....................................................................................................................................................11
3.5 Existing Year (2025) Traffic Volumes........................................................................................................... 12
3.5.1 Data Collection ........................................................................................................................................... 12
3.6 Existing Year (2025) Intersections Operations..........................................................................................14
4. Project Characteristics ..............................................................................................................15
4.1 Project Trip Generation....................................................................................................................................... 15
4.1.1 Private Sector Land Use Codes.............................................................................................................. 15
4.1.2 Public Sector Land Use Codes .............................................................................................................. 15
4.1.3 Internal Capture.......................................................................................................................................... 16 2434
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P
4.1.4 Trip Generation Estimates...................................................................................................................... 16
4.2 Project Trip Distribution .................................................................................................................................... 18
4.3 Project Trip Assignment.................................................................................................................................... 19
5. CEQA Transportation Study .....................................................................................................23
5.1 Program, Plan, Ordinance, and Policy Review............................................................................................23
5.2 Vehicle Miles Traveled Assessment..............................................................................................................24
5.2.1 Screening Criteria.....................................................................................................................................24
5.2.2 Traffic Modeling Socio-Economic Data...........................................................................................25
5.2.3 VMT Analysis .............................................................................................................................................26
5.3 Geometric Design Features............................................................................................................................. 27
5.4 Emergency Access............................................................................................................................................. 27
6. Local Transportation Study.......................................................................................................28
6.1 Opening Year (2030) Conditions ...................................................................................................................28
6.1.1 Traffic Volume Development .................................................................................................................28
6.1.2 Opening Year (2030) Intersection Operations ...............................................................................33
6.1.3 Opening Year (2030) Improvements.................................................................................................35 Appendices
Appendix A: Approved Scoping Agreement
Appendix B: Pending and Approved Development Projects
Appendix C: Intersection Turning Movement Counts
Appendix D: Roadway and Access Assumptions
Appendix E: LOS Worksheets
Appendix F: Queuing Sheets
Appendix G: Signal Warrants
Appendix H: Classic Club Specific Plan Arena Trip Generation Memorandum 2435
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List of Figures
Figure 1.1: Project Site Plan..................................................................................................................................................1 Figure 1.2: Project Study Area .......................................................................................................................................... 4 Figure 3.1: Existing (2025) Turning Movement Volumes and Lane Configurations ..................................... 13 Figure 4.1: Project Trip Distribution .............................................................................................................................20 Figure 4.2: Project-Only Turning Movement Volumes...........................................................................................21 Figure 6.1: Opening Year (2030) Plus Project Turning Movement Volumes and Lane Configurations 29 Figure 6.2: Opening Year (2030) Plus Project Plus Cumulative Projects Turning Movement Volumes and Lane Configurations............................................................................................................................ 31 List of Tables
Table 1.1 Coachella Valley Seasonality Travel Demand Trends ............................................................................. 5 Table 2.1 Intersection Level of Service (LOS) Grades ...............................................................................................7 Table 2.2 Average Daily Employment Categories for the Project....................................................................... 8 Table 2.3 Average Daily Customer Projections for the Project............................................................................ 8 Table 3.1 Existing Year (2025) Intersection Levels of Service.............................................................................14 Table 4.1 Trip Generation Rates - Weekday............................................................................................................... 17 Table 4.2 Project Trip Generation - Weekday .......................................................................................................... 17 Table 4.3 Trip Generation Rates - Weekend.............................................................................................................18 Table 4.4 Project Trip Generation – Weekday .........................................................................................................18 Table 5.1 VMT Screening Criteria Assessment.........................................................................................................25 Table 5.2 Project Service Population ..........................................................................................................................26 Table 5.3 County-wide and Project VMT Estimates..............................................................................................26 Table 5.4 City-wide and Project VMT Estimates....................................................................................................27 Table 6.1. Opening Year (2030) Intersection Levels of Service..........................................................................34 Table 6.2 SR-86 Off-Ramp 95th Percentile Queues...............................................................................................35 Table 6.3 Opening Year (2030) with Improvements Levels of Service...........................................................36 Table 6.4 Opening Year (2030) Project Fair Share Calculations.......................................................................37 2436
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Executive Summary
Fehr & Peers has completed a transportation analysis for the proposed COVA development (Project) in Coachella, California. This study presents the Level of Service (LOS) and Vehicle Miles Traveled (VMT) analysis consistent with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020)1
. This study is consistent with the requirements
of Senate Bill 743 (SB 743), the California Governor’s Office of Land Use and Climate Innovation’s Technical Advisory on Evaluating Transportation Impacts in CEQA (December 2018).
Project Description
The Project is an 85-acre mixed-use development (proposed rezoning from regional commercial) in the City of Coachella bounded by Avenue 52 to the north, Van Buren Street to the east, Calhoun Street to the west, and generally Avenue 53 to the south. The Project will feature two primary components:
• Private Sector: Includes 165 single-family recreational home dwelling units and 244 condohotel recreational home units, both operating under fractional ownership, timeshare, second home, and short-term and long-term rental models. These accommodations will be complemented by significant on-site resort amenities (i.e. dining, entertainment, recreational).
• Public Sector: Includes a beach club, restaurant, and an event tent. These sub-areas are expected to operate with a typical weekday capacity of 500 persons and a weekend capacity of 1,500. The public sector components will generally be operational between 11:00 AM and 2:00 AM, with the highest level of activity occurring in the evening between 7:00 PM and 8:00 PM, and on weekends.
The Project's unique resort features—dwelling units, dining, amenities, outdoor/recreational spaces, and entertainment—create a self-contained destination. This will provide substantial local options for Coachella and regional appeal for the Coachella Valley, drawing visitors already in the area for vacations or events. COVA expects high internal trip capture, with most guests staying onsite for lodging, recreation, dining, and entertainment. A significant portion of public-facing restaurants, beach club, and event spaces will serve onsite guests.
CEQA Transportation Impact Analysis
CEQA Guidelines Section §15064.3 requires Vehicle Miles of Travel (VMT) analysis for land use projects. A full VMT assessment was performed since the Project did not qualify for any of the screening criteria outlined in the County Guidelines.
The Project was run in RIVCOM and the net regional change in total VMT within the City and County boundaries is forecast to decrease, resulting in a less-than-significant transportation impact. The Project commute VMT per employee was also reviewed and resulted in a decrease. 1 County of Riverside TIA Guidelines (2020)
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The CEQA Transportation Impact Study also evaluated the Project’s consistency with established programs, plans, ordinances, and policies and potential for creating geometric design hazards or hindering emergency access.
Level of Service (LOS) Analysis
Fehr & Peers evaluated the Project’s effects on the transportation system in the following Level of Service (LOS) Analysis (Analysis) consistent with procedures outlined by the County’s Guidelines.
The LOS analysis prepared traffic forecasts for the following scenarios, and evaluated operations of study intersections:
• Existing (2025) Conditions, one intersection operates at D or worse • Opening Year (2030) Plus Project, two intersections operate at D or worse • Opening Year (2030) Plus Project Plus Cumulative, five intersections operate at D or worse The Study identified improvements to bring the operationally deficient intersection to acceptable levels (LOS D or better), which will require a traffic signal, traffic signal timing updates, and converting a turn lane to a shared turn lane through. The Project’s fair share contribution towards these improvements was also identified.
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1. Introduction
Fehr & Peers completed a transportation assessment for the proposed COVA development (Project) in the City of Coachella, California [Pre-App (23-06)]. This report presents the methodology, analysis, and findings of the Transportation Impact Assessment (TIA) prepared for the Project. The analysis comprises of a California Environmental Quality Act (CEQA) Vehicle Miles Traveled (VMT) assessment and a local transportation Level of Service (LOS) assessment. The purpose of this assessment is to evaluate potential CEQA transportation impacts and assess changes to the local transportation system with the Project.
This chapter outlines the project description, geographic scope of the transportation impact analysis, and analysis scenarios. This assessment is consistent with the requirements outlined in County of Riverside Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (2020).
The scoping agreement was approved by the City on May 5th, 2025 (see Appendix A – Scoping Agreement for Transportation LOS Analysis).
1.1 Project Description
The Project is an 85-acre mixed-use development in the City of Coachella bounded by Avenue 52 to the north, Van Buren Street to the east, Calhoun Street to the west, and generally Avenue 53, which is located to the south of the site. The Project proposes rezoning of the site from existing regional commercial (R-C) to Planned Unit Development.
The Project will feature two primary components – a private sector and public sector. • Private Sector: Includes 165 single-family recreational home dwelling units comprised of estate lots, zero lot line lots, bungalow lots, and VIP suites; 244 condo-hotel recreational home units, which will operate like the single-family lots. These units will all operate under fractional ownership, timeshare, second homes, and/or short-term and long-term rental models. These accommodations will be complemented by on-site resort amenities (i.e. recreational courts, spa/pool, lagoon and water features, bar and entertainment, library, restaurant), which can be used by guests/owners of this sector. • Public Sector: Includes a 10 TSF2 beach club, 6 TSF restaurant, and a 7 TSF event tent. These sub-areas are anticipated to operate with an assumed typical weekday capacity of 500 persons [100 person beach club, 200 person restaurant, and 200 person event tent] and an assumed weekend capacity of 1,500 [1,000 person beach club, 200 person restaurant, and 300 person event tent]; other special events with higher capacity would be rare and may require additional traffic control. The public sector components will generally be operational between 11:00 AM and 2:00 AM, with the highest level of activity occurring in the evening between 7:00 PM and 8:00 PM, and on weekends.
The resort characteristics of the Project are unique, designed to function as an internal destination with resort home dwelling units, dining experiences, on-site resort amenities, outdoor and recreational spaces, and entertainment areas. This is projected to result in significant locally serving 2 TSF: Thousand Square Feet
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options for the City of Coachella and regionally for the Coachella Valley, attracting those already in the area vacationing or visiting for local events.
The Project would be affected by typical seasonality trends observed within the Coachella Valley, and further confirmed through market research conducted by the Developer (Table 1.1). Time of year use distribution will be concentrated between mid-February through May, with the lowest demand generally occurring mid-July through the end of September, and the first half of December.
COVA is positioned to achieve significant internal capture of trips between the onsite uses with the expectation that a majority of onsite guests will stay on the property once they arrive. Many of guest daily needs would be accommodated by the resort lodging, recreation, dining, and entertainment options without leaving the property. A significant share of the public facing restaurant, beach club and event space are anticipated to be used by onsite guests.
Access to and from the Project will be provided via five proposed driveways along Calhoun Street (2), Avenue 52 (2), and Van Burent Street (1). The Project includes three full access driveways on Calhoun Street (1), Avenue 52 (1), and Van Buren Street (1). In addition, Calhoun Street will have a right in, right out driveway and Avenue 52 will have a right out exit only driveway. Public sector access is available exclusively off Calhoun Street; private sector access can be made via Avenue 52 or Van Buren Street, as well as through the Calhoun Street driveway. Figure 1.1 shows the proposed site plan.
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Table 1.1 Coachella Valley Seasonality Travel Demand Trends Week % of Capacity
1 62%
2 67%
3 67%
4 95%
5 95%
6 71%
7 100%
8 100%
9 100%
10 100%
11 100%
12 100%
13 100%
14 100%
15 100%
16 100%
17 100%
18 62%
19 67%
20 62%
21 62%
22 52%
23 52%
24 52%
25 52%
26 52%
27 43%
28 38%
29 38%
30 43%
31 38%
32 38%
33 33%
34 38%
35 38%
36 43%
37 38%
38 43%
39 57%
40 52%
41 57%
42 57%
43 57%
44 62%
45 62%
46 62%
47 76%
48 43%
49 43%
50 48%
51 86%
52 86%
Average 65%
Source: 2023 The Ranch - Coachella Market Area
Analysis Report (CA Desert Travel Demand)
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GRAND ESTATE LOTS
2-STORY
ZERO LOT LINE RESIDENCES
2-STORY
BEACH CLUB VIP VILLAS (5)
(ON TOP OF 2-STORY PARKING GARAGE)
PRIMARY
GATED
ENTRY
KIDS CLUB
PLAY AREA
BACK OF HOUSE
EVENT
LAWN
EVENT
BARN
LOBBY/
LIBRARY/
BAR
HOTEL
ARRIVAL
VILLAGE
GREEN
CANTINA
F&B
TASTE
ROOM
CHECK
-IN
ART
GALLERY
COFFEE
SHOP
SPA AREA
BEACH
LAKE BUNGALOWS
2-STORY
LAKE BUNGALOWS
2-STORY
OUTFITTER
FITNESS
EVENT
BARN
KITCHEN/ELEC./STOR./MECH./TRASH
YOGA
DJ
ISLAND
L A G O O N
LAKE LAKE
ROCK
ISLAND
SPECIALTY
DINING
L A G O O N
KID'S
LAGOON
ACCESS
RAMP TO
BASEMENT
SERVICE AREA
BAR
STAIR ACCESS TO VIP SUITES
ZERO LOT LINE RESIDENCES
2-STORY
LAGOON BUNGALOWS
2-STORY
DINING
CABANAS
STAGE
DROP-OFF
ZIPLINE
PARKING GARAGE
2-STORY
SPA
CHECK-IN
BEACH
BEACH
PROPOSED
EQUESTRIAN
PATH
PROPOSED
EQUESTRIAN
PATH
RAMP ACCESS
TO BASEMENT
PARKING
5' PUE
10' SIDEWALK
5' SIDEWALK
10' PUE
25'
15'
24'
24'
24'
24'
25'
5' SIDEWALK
24'
BEACH
VOLLEYBALL
ESTATE LOT (COMPACT)
2-STORY
PEDESTRIAN &
CART BRIDGE (TYPICAL)
RESIDENT
ONLY ACCESS
BEACH
CLUB
HOTEL COTTAGES
1-STORY
HOTEL COTTAGES
2-STORY
SPORTS
BAR
CARPORTS (TYPICAL)
CARPORTS (TYPICAL)
F&B
BASEMENT
FOOTPRINT
COMMON ACCESS AND EMERGENCY
VEHICLE ESMT. (TYPICAL)
2-STORY
ESTATE LOT (STANDARD)
RESIDENT
ONLY ACCESS
HAMMERHEAD TURNAROUND
FOR FIRE VEHICLE
GATEHOUSE
COMMON ACCESS
& EMERGENCY
VEHICLE ESMT.
(TYPICAL)
25'
HOUSEKEEPING
24'
24'
25'
25'
25'
24'
24'
ESTATE LOT (COMPACT)
2-STORY 2-STORY
ESTATE LOTS (STANDARD)
RIGHT-IN/RIGHT-OUT
SERVICE ACCESS
SECONDARY
GATED ENTRY
SURF
MACHINE
RESIDENT
ONLY ACCESS
COMMON ACCESS AND EMERGENCY
VEHICLE ESMT. (TYPICAL)
30'
30'
21'
21'
38'
30'
28'
37'
26'
32'
AMPHITHEATER
LAWN
TENNIS
COURTS
PADEL
PICKLEBALL
COURTS
PICKLEBALL
COURTS
PADEL
BASKETBALL
COURT
HAMMERHEAD
TURNAROUND
FOR FIRE VEHICLE
CALHOUN STREET
(COLLECTOR)
AVENUE 52
(PRIMARY ARTERIAL)
VAN BUREN STREET
(MAJOR ARTERIAL)
PROPOSEDLANDSCAPE ESMT.
PROPOSED
LANDSCAPE
ESMT.
PROPOSED
EQUESTRIAN
PATH
32'
31'
150'
88'
150'
73'
24'
150' FIRE VEHICLE ACCESS LIMIT 150' FIRE VEHICLE ACCESS LIMIT
TECHNICAL SITE PLAN
DATA TABLE
ASSESSOR'S PARCEL NUMBERS 780-040-001, 780-040-003, 780-060-001 & 780-060-002 EXHIBIT DATE: JULY 3, 2025
SOURCE OF TOPOGRAPHYADDRESS
INLAND AERIAL SURVEYS, INC.7117 ARLINGTON AVENUE, SUITE ARIVERSIDE, CALIFORNIA 92503 DATE OF TOPOGRAPHY DECEMBER 22, 2021PROJECT STATISTICSAPPLICANT /ADDRESSCONTACT 6417 SELMA AVENUEHOLLYWOOD, CALIFORNIA 90028GRANT KING
EXHIBIT PREPARERADDRESS
MSA CONSULTING, INC.34200 BOB HOPE DRIVERANCHO MIRAGE, CALIFORNIA 92270 CONTACT PAUL DEPALATIS, AICP TELEPHONE (760) 320-9811
REVISIONS
NO. DATE
THE CITY OF COACHELLA OF THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA
LEGAL DESCRIPTION
DESCRIPTION
BEING A PORTION OF NE 1/4 OF SECTION 12, TOWNSHIP 6 SOUTH, RANGE 7 EAST,LAND OWNER
RELEVANT COACHELLA OWNER, LLC
TELEPHONE (951) 687-4252
MSA CONSULTING ,INC.Civil Engine ring LandSurveying Landscape Architecture Planning Environmental Services DryUtilityCo rdination GIS 34200 Bob Hope Drive Rancho Mirage, CA 92270 | 760.320.9811 | MSAConsultinginc.com SHEET
SHEETS
1 OF
1 SAN BERNARDINO MERIDIAN.SINGLE-FAMILY RESIDENTIALGRAND ESTATE LOTLAGOON BUNGALOWLAKE BUNGALOW LOT SIZE # BEDS100' X 160'75' X 150'75' X 150'60' X 150'NANA 6 4-54-54-53-43-4
# STORIES
222222
# UNITS
6 1710126151
HOTEL COTTAGES (1ST FLR.) NA 1 1 120BEACH CLUB VIP VILLAS 1 5TOTAL CONDO HOTEL
FLOOR AREA (SF)
HOTEL COTTAGES (2ND FLR.LOCKOFF) 1 1 120TOTAL 157BEACH CLUBTOTAL 240 NA
NA 1
MAIN CLUB AMENITIESPUBLIC BEACH AREASPORTS CENTERPARKING PROVIDEDHOTEL (2-LEVEL BASEMENT PARKING GARAGE)BEACH CLUB (2-LEVEL PARKING GARAGE)HOTEL COTTAGESBUNGALOWSZERO LOT LINE LOTSESTATE LOTSGRAND ESTATE LOTS
CAR SPACES
360143
4756245412
CART SPACES --50
104
2712- TOTAL 696 193
PARKING RATIO
0.2 SPACES/UNIT0.5 SPACES/UNIT2.0 SPACES/UNIT2.0 SPACES/UNIT2.0 SPACES/UNIT 8,665 SF/UNIT 1
4,721 SF/UNIT 1
4,403 SF/UNIT 14,585 SF/UNIT 12,600 SF/UNIT 12,600 SF/UNIT 1613,932 SF 21,248 SF/UNIT1,149 SF/UNIT287,640 SF4,629 SF/UNIT 1 32,245 SF 2 256,531 SF 3
16,173 SF 35,100 SF 3
ESTATE LOT (STANDARD)+ADU 4 ESTATE LOT (COMPACT)ZERO LOT LINE RESIDENCENOTES :1. INTERIOR FLOOR AREA ONLY. DOESN'T INCLUDE EXT. COVERED AREA AND ADU AREA2. INCLUDES EXT. COVERED AREA AND ADU AREA 3. PLEASE REFER TO LANDSCAPE PACKAGE FOR COMPLETE BLDG. PROGRAMMING4. ADU FLOOR AREA, 518 SFEXISTING GROSS AREALAND USE DESCRIPTION
87.16 AC.ACREAGE
PROPOSED PUBLIC RIGHT OF WAY DEDICATION 6.02 AC.PROPOSED NET AREA 81.14 AC.(CALHOUN STREET, AVENUE 52 & VAN BUREN STREET)WATER AMENITIESHOTEL LAGOONLAKEBEACH CLUB LAGOON AREA9.4 ACRES2.5 ACRES0.4 ACRES
TOTAL 12.0 ACRES
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1.2 CEQA Transportation Impact Analysis
According to current CEQA guidelines and the County’s VMT Analysis Guidelines, a project’s transportation impact is considered significant if the associated change to the transportation system with the project will:
A. Conflict with a program, plan, ordinance, or policy addressing the circulation system, including transit roadway, bicycle, and pedestrian facilities.
B. Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b).
C. Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment).
D. Result in inadequate emergency access.
1.2.1 Analysis Scenarios
As part of the CEQA VMT assessment, Fehr & Peers analyzed the following scenarios described below:
• Project Level Assessment – Compares daily total Origin-Destination (OD) VMT generated by the Project per service population to the No Project (2045) City and County average total VMT per service population
o Cumulative (2025) No Project Conditions (Threshold)
o Cumulative (2045) Plus Project Conditions
• Cumulative Level Assessment – Analyzes the Project’s effect on total VMT per service population at the City and County level; calculates the net regional change in VMT between the threshold and Plus Project Conditions.
o Cumulative (2025) No Project Conditions (Threshold)
o Cumulative (2045) Plus Project Conditions
1.3 Level of Service (LOS) Analysis
The LOS analysis identifies improvements at study intersections to maintain acceptable intersection operations. LOS is a qualitative description of traffic flow from a vehicle driver’s perspective based on factors such as speed, travel time, delay, and freedom to maneuver. The Highway Capacity Manual 7th Edition (HCM) identifies six levels of service ranging from LOS A (free-flow conditions) to LOS F (over capacity conditions). The City of Coachella utilizes a “LOS D or better” minimum standard for intersection operations.
1.3.1 Study Area
The study area was selected based on trip generation and distribution estimates, and consists of intersections where more than 50 peak hour trips are likely to be added as a result of the Project. 2443
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Figure 1.2 shows the study area. Fehr & Peers evaluated operations at the following 14 study intersections:
1. West Driveway 1 and Calhoun Street
2. West Driveway 2 and Calhoun Street
3. Calhoun Street and Avenue 52
4. North Driveway 1 and Avenue 52
5. North Driveway 2 and Avenue 52
6. Van Buren Street and 52nd Avenue
7. East Driveway and Van Buren Street
8. Calhoun Street and Avenue 50
9. Van Buren Street and Avenue 50
10. Calhoun Street and Avenue 48
11. Van Buren Street and Avenue 48
12. Dillon Road and Avenue 48
13. SR-86 SB Ramps and Dillon Road
14. SR-86 NB Ramps and Dillon Road
1.3.2 Analysis Scenarios
Fehr & Peers studied the AM and PM peak hour LOS at the identified study intersections for the following scenarios:
• Existing (2025) Conditions: Existing (2025) traffic volumes, lane geometries, and traffic signal timing.
• Opening Year (2030) Plus Project Conditions: Background traffic volumes during the Project’s opening year with traffic volumes generated by the Project. The opening year volumes were developed by applying an ambient growth rate of two percent to the Existing (2025) traffic volumes.
• Opening Year (2030) Plus Project Plus Cumulative Projects Conditions: Opening Year Plus Project traffic volumes plus traffic generated by cumulative projects within a five-mile radius of the Project.
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FIGURE 1.2
Study Area
86 1
2 3 4 5 6
7 8 9
10 11 12
13 14
Avenue 51
teertS nuohlaC
I ndio Boulevard
4th Street
Avenue 48
Avenue 49
teertS zevahC raseC
Avenue 52
Grapefruit Boulevard
Doctor Carreon Boulevard
teertS neruB naV
daoR nolliD
Avenue 50
teertS noskcaJ
Legend
Study Intersections
Project Site
0 ¼ ½
M iles
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1.4 Report Organization
The remainder of this report is organized into the following chapters:
• Chapter 2 – Analysis Methodology describes the methods and assumptions used to complete the local transportation study which are consistent with the County’s guidelines. • Chapter 3 – Existing Year (2025) Conditions describes the transportation system in the Project vicinity, including the surrounding roadway network, AM and PM peak period intersection turning movement volumes and intersection LOS, and existing bicycle, pedestrian, and transit facilities.
• Chapter 4 – Project Characteristics presents relevant Project information including Project trip generation, distribution, and assignment.
• Chapter 5 – CEQA Transportation Study evaluates the Project’s potential impact on transportation according to CEQA. This includes a full VMT assessment and evaluation of the CEQA Appendix G checklist items.
• Chapter 6 – Local Transportation Study evaluates the Project’s potential effects on the surrounding roadway network including intersection operations and intersection queueing.
Improvements and the Project’s fair share contribution towards improvements at deficient locations are identified.
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2. Analysis Methodology
The analysis methodologies and assumptions used to evaluate the Project are described below and consistent with the scoping memorandum that was approved by the City of Coachella on May 5, 2025, included as Appendix A.
2.1 Intersection Analysis
Intersection operating conditions were evaluated using the Transportation Research Board (TRB) Highway Capacity Manual (HCM) 7th Edition methodology, which is considered the state-of-the practice methodology for evaluating intersection operations.
The HCM 7th Edition methodology for signalized and all-way stop-controlled intersections estimates the average control delay for vehicles at intersections. For side-street stop-controlled intersections, The HCM 7th Edition methodology estimates the worst-case approach delay.
After the quantitative delay estimates are complete, the methodology assigns a qualitative letter grade that represents the operations of the intersection. These grades range from level of service (LOS) A (minimal delay) to LOS F (excessive congestion). LOS E represents at-capacity operations.
Descriptions of the LOS letter grades for signalized and unsignalized intersections are provided in Table 2.1.
Fehr & Peers used the Synchro 12 software to facilitate the HCM calculations intersections. The following parameters are consistent with the County’s Guidelines (County of Riverside Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (2020)) and HCM for use in the LOS analysis:
• Measured Peak Hour Factors (PHF) were utilized in the Existing (2025) and Opening Year (2030) scenarios.
• Signal timing information for study intersections 6, 8, 9, 10, 11, and 12 were provided by the City of Coachella. Signal timing information for study intersections 13 and 14 were provided by Caltrans. These signal timings were used for the Existing (2025) and Opening Year (2030) Plus Project scenarios.
• A standard heavy vehicle factor of 2% was used for all analysis scenarios. 2447
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Table 2.1 Intersection Level of Service (LOS) Grades
Level of
Service Description
Signalized
Delay
(Seconds)
Unsignalized
Delay
(Seconds)
A Operations with very low delay occurring with
favorable progression and/or short cycle length < 10.0 < 10.0 B Operations with low delay occurring with good
progression and/or short cycle lengths > 10.0 to 20.0 > 10.0 to 15.0 C
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual
cycle failures begin to appear
> 20.0 to 35.0 > 15.0 to 25.0
D
Operations with longer delays due to a combination
of unfavorable progression, long cycle lengths, or
high V/C ratios. Many vehicles stop and individual
cycle failures are noticeable
> 35.0 to 55.0 > 25.0 to 35.0
E
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.
Individual cycle failures are frequent occurrences
> 55.0 to 80.0 > 35.0 to 50.0
F
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression,
or very long cycle lengths
> 80.0 > 50.0
Source: Highway Capacity Manual 7th Edition (Transportation Research Board, 2022).
2.2 LOS Standards
Based on the relevant guidelines, the following performance criteria were used to determine deficiencies at study intersections:
• City of Coachella – The City of Coachella utilizes a LOS od “D or better” as its minimum standard for intersection operations.
• Caltrans – Caltrans no longer defines acceptable LOS standards with their latest adoption of the Vehicle Miles Traveled-Focused Transportation Impact Study Guide (TISG), May 2020.
This study assumes the LOS D minimum acceptable standard at the Caltrans study intersections, SR-86 and Dillion Road.
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2.3 Travel Demand Modeling
VMT forecasts were prepared using the Riverside County Travel Demand Model (RIVCOM). The latest version of RIVCOM (version 4.0.1) was released in February 2024 and is considered the best tool available for VMT estimation in Riverside County. RIVCOM has a 2018 base year and 2045 cumulative year, with land uses and roadway networks consistent with the 2020 Southern California Association of Governments Regional Transportation Plan and Sustainable Communities Strategy (2024 SCAG RTP/SCS).
The RIVCOM 2045 model was updated to include all pending and approved development projects within a five-mile radius of the Project site; a list of these projects was provided as part of the Scoping Agreement approval and is included in Appendix B. No roadway network changes were made to the model.
The Project was assigned to a mix of employment categories shown in Table 2.2. The Project’s employment was updated to reflect both traditional on-site employees (hospitality, food service, maintenance, and operations staff) and the Project’s unique customer base (as detailed in the Project Description). The customer population is represented through visitor-based trip generation inputs that reflect the recreational and hospitality nature of the Project, with average daily customer projections provided in Table 2.3. This approach ensures that the model inputs align with the expected travel behavior of the site, where guests often stay multiple days, utilize on site amenities, and generate trips distinct from a typical residential development.
Due to the seasonal nature of tourist activity in the Coachella region, along with the heavier weekend programming at the public facing elements of the Project, an average daily population was derived to represent in the typical weekday model. This represents a midpoint between minimum and maximum employment and guest population that is reflective of the annualized demand.
Table 2.2 Average Daily Employment Categories for the Project Total Employment Retail Arts and Entertainment Other Services 330 31% 66% 3%
Notes:
1. Retail includes convenience, clothing, and other retail trade.
2. Arts and Entertainment includes traveler accommodation, food services, and drinking places
3. Other services includes can include on-site professional management or concierge services Table 2.3 Average Daily Customer Projections for the Project Private On-site Guests Public Guests
950 1,100
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2.5 Transportation Impact Analysis Methodology
The County’s Guidelines establish VMT impact thresholds for typical projects that do not screen from VMT assessment. These guidelines specify that a land use project will have a significant impact if:
• Residential land use VMT per capita exceeds the county-wide averages, or • Office land uses employee VMT per employee exceeds county-wide averages, or • Retail land uses there is a net change in total VMT.
Two other VMT thresholds of significance – “Other Employment” and “Other Customer” – are provided for all other service and goods providers that are not included in the basic office/retail categories. Given the unique resort characteristics of the Project, which most resemble the retail and/or other customer land use type, the VMT analysis used the net regional change metric (Boundary Method VMT), consistent with the County Guidelines for retail uses, rather than a household or employee only per capita comparison. This metric accounts for the regional impacts of visitor travel patterns, which are more appropriate for land use that will serve as a destination for visitors to the Coachella Valley. Given the significant onsite guest component, this Project is not like a typical retail/customer project and the threshold of significance should utilize a per service population (residents and employees) and/or per employee metric based on employees to best reflect the Project’s operations.
Net change on VMT from the Project was measured within multiple regional areas to compare the traffic redistribution with the Project. The Boundary Method is utilized to measure the project’s net change in total VMT. The Boundary Method is the sum of all weekday VMT on a roadway network within a designated boundary. Boundary Method VMT estimates VMT by multiplying the number of trips on each roadway segment by the length of that segment. This approach includes all trips, including those trips that do not begin or end in the designated boundary. This is the only VMT method that captures the effect of cut-through and/or displaced traffic. The two boundaries chosen to measure the net change in total VMT are the Coachella City Limits and the Riverside County Limits.
Consistent with the City approval/recommendation for retail and other customer-oriented land uses, the analysis also evaluated customer trips separately from employee trips. The County Guidelines recommend that the total Project VMT impact is therefore evaluated as the sum of the regional VMT delta for customers and the regional VMT delta for employees, calculated using the County’s recommended formula:
Δ = 𝐸𝐸 × (𝑉𝑉𝑉𝑉𝑇𝑇𝐸𝐸 − 𝑉𝑉𝑉𝑉𝑇𝑇𝑇𝑇)
Where:
• Δ = Change in VMT relative to threshold
• E = Number of employees
• VMTE = Estimated VMT per employee for the project
• VMTT = Threshold VMT per employee
This approach ensures the analysis aligns with the Project’s actual operations and provides a fair, context-sensitive assessment of its transportation effects. 2450
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3. Existing Year (2025) Conditions
This chapter summarizes the Existing Year (2025) Conditions of the roadway, transit, bicycle, and pedestrian networks within the Project study area and documents existing traffic volumes and intersection operations.
3.1 Existing Roadway Facilities
3.1.1 Regional Roadways
Regional roadways in the Project vicinity include:
• Interstate 10 Freeway (I-10): I-10 is an east/west interstate highway located north of the Project site. Near the Project study area, I-10 is generally a four- or six-lane facility. Access to I-10 near the Project study area is provided via Dillon Road. • State Route 86 (SR-86): SR-86 is an east/west state highway that extends from Coachella at the northernmost end to Borrego Springs at the southernmost end. SR-86 is located to the east of the Project site and is generally four lanes. Access to SR-86 near the Project study area is provided via Dillon Road.
3.1.2 Local Roadways
Local roadways in the Project vicinity include:
• Van Buren Street: Classified as a major north/south arterial in the City’s General Plan, connecting Coachella to Indio and communities to the south. It provides access to residential, agricultural, and commercial uses and is provides access to the Project site to the east. • Calhoun Street: A north/south collector as classified in the City’s General Plan. It provides connectivity between neighborhoods, agricultural lands, and east–west avenues such as 50th Avenue and 52nd Avenue. Calhoun Street provides access to the Project’s western side. • 52nd Avenue: Classified as an east/west as a Primary Arterial to the west of Van Buren Street and Major Arterial to the east in the City’s General Plan. It serves local circulation and access to agricultural and residential areas. It connects to Van Buren Street and Calhoun Street and provides access to the northern side of the Project.
3.2 Bicycle Facilities
Bicycle facilities are typically classified as follows:
• Class I - Bike Path or Bike Trail: Class I facilities are bicycle trails or paths that are off-street and separated from automobiles. They are a minimum of eight feet in width for two-way travel and include bike lane signage and designated street crossings where needed. A Class I Bike Path may parallel a roadway (within the parkway) or may be a separate right-of-way that meanders through a neighborhood or along a flood control channel or utility right-of-way. 2451
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• Class II - Bike Lane: Class II Bike Lanes can be either located next to a curb or parking lane. If located next to a curb, a minimum width of five feet is recommended. However, a Bike Lane adjacent to a parking lane can be four feet in width. Bike Lanes are designated for the use of bicycles and include bike lane signage, special lane lines, and pavement markings. • Class III – Bike Routes: This is a street for shared use by motor vehicles and bicyclists. While bicyclists have no exclusive use or priority, signage – both by the side of the street and stenciled on the roadway surface – alerts motorists to bicyclists sharing the roadway space and denotes that the street is an official bike route.
• Class IV – Separated Bikeway: Class IV bicycle facilities, sometimes called cycle tracks or separated bikeways, provide a right-of-way designated exclusively for bicycle travel adjacent to a roadway and are protected from vehicular traffic via separations (e.g. grade separation, flexible posts, inflexible physical barriers, on-street parking).
3.2.1 Existing Bicycle Facilities
Class II Buffered Bike Lanes are located on Van Buren Street in the Project vicinity. Avenue 50 and Avenue 48 have existing Class II Bike Lanes, and portions of Avenue 52 (east of Van Buren Street).
Otherwise, all other roadways within the Project vicinity have either no bicycle facilities or have a narrow striped shoulder. There are no Class I, Class III, or Class IV facilities located in the Project vicinity.
3.2.2 Planned Bicycle Facilities
The City of Coachella updated their Active Transportation Plan in 2020, which proposes the following planned bicycle facilities near the study area:
• Class II Bike Lane along Dillon Road
• Class II Bike Lane on Calhoun Street between 50th Avenue and city limits
3.3 Pedestrian Facilities
The Project site is in an area with some developed pedestrian network to the north. All local roads in the Project that act as borders do not have sidewalks. Some study intersections provide marked crosswalks, along Avenue 50 and Avenue 48.
3.4 Transit Facilities
Bus Transit
Local transit service in the Project vicinity is provided with SunLine Transit system, which provides a fixed route and microtransit service. Routes 6, 8, and 11 provide stops near study intersection. The nearest bus stop is one mile from the Project site, which serves Route 8 and runs Monday to Friday (approximately 1 hour frequency).
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3.5 Existing Year (2025) Traffic Volumes
3.5.1 Data Collection
Traffic counts were collected in May 2025 during morning peak period (7:00 to 9:00 AM) and evening peak period (4:00 PM to 6:00 PM) at the study intersections. Counts were collected during fair weather, while school was in session, and during a typical (non-holiday) weekday.
A Big Data source, Streetlight, was reviewed to compare May travel patterns against Spring travel patterns in the City to verify that peak season travel was accurately accounted for. Streetlight data indicated that March 2025 traffic volumes were approximately 15% higher than those observed in May 2025. Streetlight traffic volumes data were collected within the immediate Census Block Groups to the project site – extending about 5 miles in all directions. A cumulative average of all block groups showed a 15% decline between March and May. Traffic counts were thus adjusted to scale collected May 2025 traffic counts to the peak seasonal volumes of March by a factor of 15%.
The existing conditions peak hour turning movement counts are provided in Appendix C. Existing (2025) peak hour traffic volumes with the 15% adjustment3 are provided in Figure 3.1 along with existing lane configurations and traffic control.
Fehr & Peers collected the following information during a field visit to the study area on May 5, 2025:
• Lane configurations
• Signal phasing
• Land uses in the study area
• Existing pedestrian and bicycle facilities
• On-street parking conditions
• Transit service
Fehr & Peers requested and reviewed the following information from the City of Coachella, surrounding jurisdictions, and Caltrans:
• Traffic signal timing information at all signalized intersections • All pending and approved development projects within a five-mile radius of the Project (see Appendix B).
3 Traffic counts were increased with approval (May 5, 2025 – 123-13.55 PC #1) and as outline in the Project Scoping Agreement, p. 6
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FIGURE 3.1
Peak Hour Traffic Volumes and Lane Configurations - Existing (2025) 14 (11) 211 (118)
30 (13)
11 (29)
190 (436)
6 (6) 43 (20) 148 (127)
75 (111)
79 (61)
442 (296)
3 (6)
3. Calhoun St/Avenue 52
9 (10)
210 (187)
32 (29)
36 (30)
259 (512)
7 (4) 75 (13) 137 (140)
114 (156)
173 (105)
457 (325)
18 (14)
6. Van Buren St/Avenue 52
91 (43)
386 (249)
159 (80)
30 (45)
179 (385)
17 (32) 64 (45) 258 (272)
121 (182)
145 (126)
417 (279)
37 (18)
8. Calhoun St/Avenue 50
86 (53)
395 (250)
57 (58)
59 (83)
332 (479)
99 (68) 65 (52) 280 (370)
73 (144)
149 (95)
389 (342)
97 (56)
9. Van Buren St/Avenue 50
236 (130)
466 (252)
81 (35)
65 (68)
431 (745)
97 (248) 81 (95) 202 (412)
68 (99)
87 (59)
738 (574)
32 (51)
10. Calhoun St/Avenue 48
239 (186)413 (270)302 (163)
106 (45)
352 (420)
175 (371) 189 (75) 184 (370)
82 (65)
74 (61)
374 (424)
90 (213)
11. Van Buren St/Avenue 48
298 (472)
11 (6)
127 (289)
25 (13)
199 (247)
517 (374) 25 (23) 14 (9)
5 (2)
0 (2)
204 (229)
149 (148)
12. Driveway/Dillon Rd/Avenue 48
533 (406)
61 (110) 155 (311) 0 (5)
117 (137)
314 (349)
114 (173)
13. SR-86 SB Ramps/Dillon Rd
Avenue 52
Calhoun St
Avenue 52
Van Buren St
Avenue 50
Calhoun St
Avenue 50
Van Buren St
Avenue 48
Calhoun St
Avenue 48
Van Buren St
Avenue 48
Driveway Dillon Rd
Dillon Rd
SR-86 SB Ramps
125 (79)
2 (2)
144 (161)
327 (174)
322 (375)
137 (233)
310 (444)
14. SR-86 NB Ramps/Dillon Rd
Dillon Rd
SR-86 NB Ramps
STOP
P STO
STOP
STOP
D
D
D
D
AE
AE
AE
AE
AC
ACE
E
E AC
AC
E
AC
ACE
E
F AC
AC
E
ACC
ACE
E
E AC
ACC
E
AC
ACE F F AC ACCF
ACC
AAEF F E AC AC
E
E
BF
AC
AC
D
CCF
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume Stop Sign
Signalized
STOP
1 2
3 4 5 6
7 8 9
10 11 12
13 14
Avenue51
ohlaC nu Street
Avenue 48
Avenue 49
teertS zevahC raseC
Avenue 52
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
teertS sisaO
Dillon Road
Avenue50
teertS noskcaJ
0 1
1 2
3 4 5 6
7 8 9
Avenue 51
4th Street
teertS zevahC raseC
Avenue 52
Avenue 50
oject Study Area
0 1 2
M iles
Stu dy I n tersecti on s
Project Si te
Note: Intersections 1, 2, 4, 5, and 7 are proposed and do not currently exist. # Study Intersections
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3.6 Existing Year (2025) Intersections Operations
Existing lane configurations, signal timing, and traffic volumes were used to evaluate operations at the study intersections under peak hour conditions. The LOS results are summarized in Table 3.1 and detailed LOS worksheets are provided in Appendix C. All intersections operate at LOS D or better under Existing Year (2025) conditions except Calhoun Street and 52nd Avenue.
Table 3.1 Existing Year (2025) Intersection Levels of Service ID Intersection Control1 Peak Hour LOS/Delay
1 West Driveway 1 and Calhoun Street1 SSSC2 AM -
PM -
2 West Driveway 2 and Calhoun Street1 SSSC2 AM -
PM -
3 Calhoun Street and 52nd Avenue AWSC3 AM E / 43
PM F / 71
4 North Driveway 1 and Avenue 521 SSSC2 AM -
PM -
5 North Driveway 2 and Avenue 521 SSSC2 AM -
PM -
6 Van Buren Street and 52nd Avenue Signal
AM D / 36
PM C / 16
7 East Driveway and Van Buren Street 1 SSSC2 AM -
PM -
8 Calhoun Street and Avenue 50 Signal
AM C / 28
PM C / 23
9 Van Buren Street and Avenue 50 Signal
AM C / 34
PM D / 36
10 Calhoun Street and Avenue 48 Signal
AM D / 37
PM C / 32
11 Van Buren Street and Avenue 48 Signal
AM C / 33
PM D / 40
12 Dillon Road and Avenue 48 Signal
AM C / 24
PM C / 23
13 SR-86 SB Ramps and Dillon Road Signal
AM B / 15
PM B / 16
14 SR-86 NB Ramps and Dillon Road Signal
AM B / 18
PM B / 15
Notes:
1. Project driveway does not currently exist.
2. SSSC: Side-Street Stop Control
3. AWSC: All-Way Stop-Control
Source: Fehr & Peers, 2025.
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4. Project Characteristics
This chapter provides an overview of the Project components and the Project’s trip generation, distribution, and assignment characteristics for evaluation of the Project’s effect on the surrounding roadway network. Traffic associated with the Project was estimated using a three-step process:
1. Trip Generation – The amount of vehicle traffic entering/exiting the project site was estimated.
2. Trip Distribution – The direction trips would use to approach and depart the site was projected.
3. Trip Assignment – Trips were then assigned to specific roadway segments and intersection turning movements.
4.1 Project Trip Generation
Trip generation refers to the process of estimating the amount of vehicle traffic that would enter and exit a project. Estimates for the proposed Project were calculated for the weekday peak (one-hour) periods during the morning (AM) and evening (PM) commute when traffic volumes on the adjacent streets are typically the highest. Fehr & Peers used the Trip Generation Manual, 12th Edition (Institute of Transportation Engineers [ITE], 2025) to obtain trip rates for calculating the number of trips that the Project would generate on a typical weekday operations; weekend rates are for information purposes. The unique characteristics of the Project were taken into account to accurately represent the private and public sector components’ travel behavior.
4.1.1 Private Sector Land Use Codes
Trip generation estimates for the private sector components were sourced from the ITE 12th edition land use codes. The intended land use characteristics (ownership and use) were considered to apply the ITE land use code with the most representative overlap. The estate lots, zero lot line lots, bungalow lots, VIP suites and the condo hotel units will be a majority (>75%) fractional ownership second homes that will be used for short-term and long-term rental, ITE code 260 “Recreational Homes” was applied. The condo hotel units may be sold as individual, one-bedroom units or up to four-bedroom; and area expected to operate like recreational home ITE characterized units. Overall, these ITE code selections are further supported by the seasonality of the proposed site discussed in the Project Description.
4.1.2 Public Sector Land Use Codes
Trip generations for the public sector (beach club and restaurant) used the most comparable ITE land use code that represented the best matched time of day distribution for the planned components; calculations were based on seats to match the developer’s weekday and weekend peak person capacity assumptions. The event tent was calculated using assumptions, which similarly derived from the peak capacity – detailed below.
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• ITE code 445 “Movie Theatre” was applied to the beach club. The beach club will not open sooner than 11:00 AM, similar to a movie theatre, with a majority of the trips arriving in close duration to each other. Both the movie theatre and the beach club are entertainment uses open all day and night, where people come and stay for a few hours, and arrival and departure times are spread out throughout the day with multiple rounds of event/movie turn over. • ITE Code 931 “Fine Dining Restaurant” was applied to the restaurant to match the time-of-day distribution, guest stay duration, and turnover assumption (lunch service and dinner service). • The event tent will operate with a 200-person and 300-person peak capacity assumption for the weekday and weekend, respectively. ITE code 445 was applied for the daily, AM and PM trip rate to be conservatively high. AM trips are nominal and characteristics of employee / maintenance / delivery trips, since the event barn would not open sooner than 11:00 AM for guests. The PM trips were factored to match comparable event trip generation counts for a concert “event arrival peak – 7:00 PM to 8:00 PM” (77% in and 23% out) from data collected at the Acrisure Arena in Palm Desert in 20234 (included as Appendix H).
4.1.3 Internal Capture
The Project is positioned to achieve significant internal capture (33%) of trips between the onsite uses with the expectation that a majority of onsite guests will stay on the property once they arrive.
Many of guest daily needs would be accommodated by the resort lodging, recreation, dining, and entertainment options without leaving the property. A significant share of the public facing restaurant, beach club and event space are anticipated to be used by onsite guests. The same amount of internal trips from the private area to the public area for the weekday scenario was applied to the weekend scenario.
4.1.4 Trip Generation Estimates
Table 4.1 identifies the trip generation rates for the Project and Table 4.2 shows the associated daily and peak hour project trip generation.
4 Classic Club Specific Plan Arena Trip Generation Memorandum, Fehr & Peers, 2023. 2457
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Table 4.1 Trip Generation Rates - Weekday
Land Use ITE Land
Code Quantity Unit Daily Rate
AM Peak Hour PM Peak Hour
In Out Rate In Out Rate
Private
Single Family
Residential 260 165 DU 3.68 38% 62% 0.28 56% 44% 0.31
Condo Hotel 260 244 DU 3.68 38% 62% 0.28 56% 44% 0.31
Public
Beach Club 445 100 seats 1.76 72% 28% 0.09 37% 63% 0.08 Restaurant 931 200 seats 2.60 69% 31% 0.15 59% 41% 0.37 Event Tent custom 200 attendee 1.76 72% 28% 0.09 77% 23% 0.28 Source: Trip Generation Manual 12th Edition (Institute of Transportation Engineers, 2025).
Table 4.2 Project Trip Generation - Weekday
ITE Code Land
Use Quantity Units Daily Trips
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Private
Single Family
Residential 260 165 DU 607 17 29 46 29 22 51
Condo Hotel 260 244 DU 898 26 42 68 43 33 76
Private Subtotal 1,505 43 71 114 72 55 127
Public
Beach Club 445 100 seats 176 6 3 9 3 5 8
Beach Club with Internalization1 116 4 2 116 4 2 6
Restaurant 931 200 seats 520 21 9 30 44 30 74
Restaurant with Internalization1 343 14 6 343 14 6 20
Event Tent N/A 200 attendees 352 13 5 18 43 13 56
Event Tent with Internalization1 232 9 3 232 9 3 12
Public Subtotal 692 27 11 38 59 32 91
Weekday Total 2,197 70 82 152 131 87 218
Note:
1. Internalization of 33% was applied.
Source: Trip Generation Manual 12th Edition (Institute of Transportation Engineers, 2025).
Table 4.3 and Table 4.4 display trip rates and trip generation for weekend operations, which are provided for informational purposes.
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Table 4.3 Trip Generation Rates - Weekend
Land Use ITE Land
Code Quantity Unit Daily Rate
AM Peak Hour PM Peak Hour
In Out Rate In Out Rate
Private
Single Family
Residential 260 165 DU 4.06 38% 62% 0.28 47% 53% 0.40
Condo 260 244 DU 4.06 38% 62% 0.28 47% 53% 0.40
Public
Beach Club 445 1,000 seats 2.24 72% 28% 0.09 51% 49% 0.28 Restaurant 931 200 seats 2.57 69% 31% 0.15 59% 41% 0.36 Event Tent custom 300 attendees 2.24 72% 28% 0.09 77% 23% 0.28 Source: Trip Generation Manual 12th Edition (Institute of Transportation Engineers, 2025).
Table 4.4 Project Trip Generation – Weekday
ITE Code Land
Use Quantity Units Daily Trips
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Private
Single Family
Residential 260 165 DU 670 17 29 46 31 35 66
Condo Hotel 260 244 DU 991 26 42 68 46 52 98
Private Subtotal 1,661 43 71 114 77 87 164
Public
Beach Club 445 1,000 seats 2,240 65 25 90 143 137 280
Beach Club with Internalization1 2,180 63 24 2,180 63 24 87 Restaurant 931 200 seats 514 21 9 30 42 30 72
Restaurant with Internalization1 337 14 6 337 14 6 20
Event Tent custom 300 attendees 672 19 8 27 65 19 84
Event Tent with Internalization1 552 15 6 552 15 6 21
Public Subtotal 3,070 92 36 128 219 170 389
Weekday Total 4,731 135 107 242 296 257 553
Note:
1. Internalization of 33% was applied.
Source: Trip Generation Manual 12th Edition (Institute of Transportation Engineers, 2025).
4.2 Project Trip Distribution
The Project trip distribution reflects the likely approach and departure routes to the Project site. Trip geographic distribution would be as follows: 60% north, 5% south, 10% east, and 25% west. Access to the Project site will be provided exclusively from Calhoun Street, Avenue 52, and Van Buren Street.
Project trips would utilize Van Buren Street or Calhoun Street to access the Project, with most trips 2459
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travelling to/from I-10 via Dillon Road. There are five total Project driveways: two along Calhoun Street (one full access and one right in right out only), one full access driveway along Avenue 52, and one full access driveway along Van Burent Street. Calhoun Street would represent 40%, Avenue 52 30% and Van Burent Street 30% of entry/exit trip percentages for the Project. The Project trip distribution (Figure 4.1) was approved by the City on 5/52025.
4.3 Project Trip Assignment
Project trip assignment refers to the specific route and roadway segments vehicles would take to access and leave the Project. Using the trip distribution percentages, Project trips were assigned to the roadway network as presented in Figure 4.2.
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FIGURE 4.1
Trip Distribution
86 1
2 3 4 5 6
7 8 9
10 11 12
13 14
Avenue 51
teertS nuohlaC
I ndio Boulevard
4th Street
Avenue 48
Avenue 49
teertS zevahC raseC
Avenue 52
Grapefruit Boulevard
Doctor Carreon Boulevard
teertS neruB naV
daoR nolliD
Avenue 50
teertS noskcaJ
Legend
Study Intersections
Project Site
0 ¼ ½
M iles
5%
5%
5% 10%
10%
60%
5%
5%
XX% Trip Distribution
#
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FIGURE 4.2
Project-Only Turning Movement Volumes 0 (1) 1 (2) 0 (0) 25 (56) 3 (7)
1 (1)
1. Calhoun St/Driveway 1
3 (7)
0 (1)
25 (56)0 (0)
5 (15)
2. Calhoun St/Driveway 2
1 (2)
5 (16)
1 (4)
0 (0)
2 (4)
1 (3) 0 (0) 14 (31)
3 (5)
6 (5)
4 (3)
10 (22)
3. Calhoun St/Avenue 52
3 (9)
6 (14)
20 (29)
4. Driveway 3/Avenue 52
5 (4)
9 (8)
6 (17)
3 (5)
15 (25)
19 (32)
5. Driveway 4/Avenue 52
5 (5)
46 (35)
4 (3)
7 (12)
5 (6)
5 (7) 23 (42) 16 (27)
0 (0)
0 (0)
5 (10)
2 (4)
6. Van Buren St/Avenue 52
1 (2)1 (2)
54 (42)
2 (2)20 (35) 2 (2)
7. Van Buren St/Driveway 5
3 (4)
7 (13)
0 (0)
1 (2)
2 (5) 0 (0) 11 (25)
1 (2)
2 (2)
2 (2)
3 (7)
8. Calhoun St/Avenue 50
Calhoun StCalhoun St
Avenue 52
Calhoun St
Avenue 52
25 eunevA 25 eunevA
Van Buren St
Driveway 5
Van Buren St
Avenue 50
Calhoun St
4 (3)
49 (44)
0 (0)
1 (4)
0 (0)
2 (4) 3 (7) 36 (64)
0 (0)
0 (0)
0 (0)
0 (0)
9. Van Buren St/Avenue 50
3 (4)
4 (5)
2 (6)
0 (0)
1 (2)
2 (5) 0 (0) 4 (7)
1 (2)
2 (2)
2 (1)
6 (14)
10. Calhoun St/Avenue 48
Avenue 50
Van Buren St
Avenue 48
Calhoun St
3 (3)
2 (3)
44 (43)
0 (0)
2 (6)
2 (3) 0 (0) 2 (4)
0 (0)
0 (0)
6 (14)
36 (64)
11. Van Buren St/Avenue 48
42 (78)
0 (0)0 (0)
0 (0)
0 (0)
46 (49) 0 (0) 0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
12. Driveway/Dillon Rd/Avenue 48
Avenue 48
Van Buren St
Avenue 48
Driveway Dillon Rd
STOPSTOP
STOP
P STO
STOP
STOP
STOP
STOP
STOP
CE
B
G
CE
B F
D
BE
D
D
F
CC
C
CE
G
B
AC
AE F F ACC AE
G
B
E CC
AC
ACC
E
E AC
AC
E
AC
ACCE F E ACC AC
E
ACC
ACE
E
E AC
ACC
E
ACC
ACCE
E
E ACC
ACCF
AAEF
ACCCF E AC
AC
E
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume Stop Sign
Signalized
STOP
1 2
3 4 5 6
7 8 9
10 11 12
13 14
Avenue51
ohlaC nu Street
4th Street
Avenue 49
teertS zevahC raseC
Avenue 52
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
Dillon Road
Avenue50
teertS noskcaJ
Project Study Area
0 1
Stu dy I n tersecti on s
Project Si te
1 2
3 4 5 6
7 8 9
teertS zevahC raseC
Avenue 52
oject Study Area
0 1 2
M iles
Stu dy I n tersecti on s
Project Si te
# Study Intersections
Avenue 51 Avenue 48
Avenue 50
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FIGURE 4.2
Project-Only Turning Movement Volumes
46 (49)
0 (0) 26 (43) 0 (0)
0 (0)
16 (35)
0 (0)
13. SR-86 SB Ramps/Dillon Rd
0 (0)0 (0)0 (0)
46 (49)
0 (0)
0 (0)
0 (0)
14. SR-86 NB Ramps/Dillon Rd
Dillon Rd
SR-86 SB Ramps
Dillon Rd
SR-86 NB Ramps
CCF BF
AC
AC
D
CCF
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume Stop Sign
Signalized
STOP
10 11 12
13 14
ohlaC nu Street
Avenue 49
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
Dillon Road
1 2
3 4 5 6
7 8 9
teertS zevahC raseC
Avenue 52
0 1
Avenue 51 Avenue 48
Avenue 50
# Study Intersections
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5. CEQA Transportation Study
Based on the definitions and determining factors outlined in the CEQA Appendix G Environmental Checklist Form, the Project would have a significant impact on the environment if the Project would:
A. Conflict with a program, plan, ordinance, or policy addressing the circulation system, including transit roadway, bicycle, and pedestrian facilities.
B. Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b).
C. Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment).
D. Result in inadequate emergency access.
5.1 Program, Plan, Ordinance, and Policy Review
The City of Coachella General Plan (2015) includes policies related to circulation; an impact is considered significant if the project conflicts with an adopted policy within the Mobility Element (ME) of the General Plan. Policies applicable to the Project include:
• ME-1.5 Require that the City consider improvements to add roadway capacity only after considering improvements to other modes of travel.
o The improvements identified in Chapter 6 do not include roadway widenings that would increase capacity. Instead, signal timing adjustments are recommended to improve traffic flow and intersection operations.
• ME-2.3 Periodically review and update designated truck routes to ensure efficiency and limit negative impacts on residential areas and other sensitive land uses. o The Project is not expected to generate heavy vehicle trips to or from the site. • ME-3.4 Require that all development or redevelopment projects provide pedestrian connections to the external pedestrian network.
o The Project includes construction of new sidewalks along the project frontage on Calhoun Street, Avenue 53, and 52nd Avenue, improving pedestrian connectivity. • ME-4.1 Require that the City provide additional bicycle facilities along all roadways in the City which are built or reconstructed in the City except in those instances in which there is insufficient right-of-way or other physical limitations. o The Project proposes construction of bicycle facilities along the project frontage on Calhoun Street, Avenue 53, and 52nd Avenue.
• ME-5.4 Encourage new large residential or commercial developments to locate on existing and planned transit routes.
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o The Project site is currently not served or planned to be served by any public transit services. The City will continue to monitor development patterns and transit demand and will adjust service as needed to support travel options. • ME-6.1 Require that new development pay for its fair share of construction costs for new and/or upgraded transportation infrastructure needed to accommodate this development. o Chapter 6 outlines required intersection improvements and the Project’s fair share contribution. The Project will also widen its adjacent roadway frontage consistent with the City’s General Plan buildout.
• ME-8.3 Prioritize connections between the City’s bicycle and pedestrian network to regional facilities such as the CV Link and other regional trail facilities. o The Project includes construction of bicycle facilities that enhance connectivity and contribute to the City’s overall regional bicycle and pedestrian network.
Based on the above assessment, the Project’s impact on existing programs, plans, ordinances, and policies is less-than-significant.
5.2 Vehicle Miles Traveled Assessment
CEQA Guidelines Section §15064.3 requires Vehicle Miles of Travel (VMT) analysis for land use projects. The analysis is consistent with the County of Riverside’s Transportation Analysis Guidelines for Level of Service & Vehicle Miles Traveled (December 2020)5.
5.2.1 Screening Criteria
The County’s Guidelines identify screening criteria which land use projects can apply when evaluating transportation impacts. VMT impacts for a project will be presumed less than significant if any one of the screening criteria outlined in Table 5.1 are met. The proposed Project does not satisfy any of the screening criteria. Therefore, a full VMT modeling and forecasting assessment was completed to determine if the Project would result in a significant transportation impact related to VMT. 5 County of Riverside TIA Guidelines (2020)
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Table 5.1 VMT Screening Criteria Assessment
Screening
Criterion Description Satisfied by Project
Transit Priority
Area (TPA)
screening
Presumed less than significant VMT impact for projects
located in TPAs (1/2 mile of a rapid transit station or highfrequency bus route). No Low VMT area
screening
Presumed less than significant VMT impact for projects
located in low VMT generated model traffic analysis zones (TAZs). These TAZs generate total daily VMT/SP that is less than the City baseline level.
No
Project type
screening
Local serving retail projects (per OPR’s Technical Advisory less than 50,000 square feet), local essential services (i.e. day care, Police, Medical), small projects (i.e. DU <110 units, general office less than 165 TSF, parks), and affordable housing projects are presumed to have a less than significant VMT impact.
No
Source: County of Riverside – CEQA Assessment and VMT Analysis, 2020.
5.2.2 Traffic Modeling Socio-Economic Data
Due to the seasonal nature of tourist activity in the Coachella region, along with the heavier weekend programming at the public facing elements of the Project, an average daily service population (SP) was derived to represent in the typical weekday model. This represents a midpoint between minimum and maximum employment and guest population that is reflective of the annualized demand.
Table 5.2 represents the Project SP, which was derived by annualizing weekday and weekend daily averages derived from the approved Project trip generation and regionally sensitive inputs. Inputs included an average annual demand rate (65.2%) for the Coachella region (based on Project market research validated with Streetlight data), total public and private area employee facility square footage and respective ratios for square foot per employee to calculate the total operating employee counts, private area total hotel condo room count and respective employee per room ratios to total the operating employee count for the sub-area, and a public area turnover rate for guests.
Model trip generation was reviewed to verify that the retail, arts and entertainment and other services employment categories would accurately represent the project. The model generates trips by approximately 50% more than the Project’s trip generation forecast, generally underestimating the internal capture anticipated by the project. No adjustments were applied to the model forecasts in order to provide a conservative assessment.
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Table 5.2 Project Service Population
Program Area Visitor Type
Annualized Average
Population Employment
Private
Resident Guests 950 -
Employees - 210
Public
Employees - 120
Guests 1,100 -
Project Total 2,050 330
Source: Fehr & Peers, 2025.
5.2.3 VMT Analysis
Analysis Scenarios
VMT estimates were prepared under the Cumulative (2045) No Project Conditions and under the Cumulative (2045) Plus Project Conditions. The No Project Condition model runs were used to determine the project-generated threshold of significance and the county-wide boundary VMT without the Project and the city-wide boundary VMT without the Project. The Plus Project Conditions model runs were used to determine VMT associated with the Project.
VMT Results
Project VMT findings compared to the county-wide thresholds are presented in Table 5.3. Under the Cumulative (2045) Plus Project scenarios, the Project VMT per service population (SP), the Project Boundary VMT, the Boundary VMT per SP, and the total net regional change would be below the County average.
Table 5.3 County-wide and Project VMT Estimates
Scenario Project County-wide Cumulative
No Project (Threshold) Delta Threshold Exceeded
OD VMT per Employee 22.64 28.41 (5.78) No
Boundary VMT 80,751,251 80,760,223 (8,972) No
Boundary VMT / SP 17.78 17.79 (0.01) No
Total Net Regional VMT
Change1 (1,906) No
Source: RIVCOM, 2025.
Project VMT findings compared to the city-wide thresholds are presented in Table 5.4. Under the Cumulative (2045) Plus Project scenarios, the Project VMT per service population (SP), the Project 2467
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Boundary VMT, the Boundary VMT per SP, and the total net regional change would be below the City average.
Table 5.4 City-wide and Project VMT Estimates
Scenario Project City-wide Cumulative No
Project (Threshold) Delta Threshold Exceeded
OD VMT per Employee 22.64 29.12 (6.48) No
Boundary VMT 1,753,964 1,754,359 (395) No
Boundary VMT / SP 11.07 11.10 (0.03) No
Total Net Regional VMT
Change1 (2,139) No
Source: RIVCOM, 2025.
Since the Project-level VMT estimates for the Project would be below the established significance thresholds (county-wide cumulative no project and city-wide cumulative no project), the Project would result in less-than-significant transportation impact related to VMT.
5.3 Geometric Design Features
Vehicular access to the private sector of the site will be provided by an entry/exit driveway on Avenue 52 and the driveway on Van Buren Street. On-site vehicle circulation is provided by a network of internal roadways. The public sector of the project has access points that are aligned perpendicular to Calhoun Street and Avenue 52. There are no obstructions that would limit sight distance from the Project access point. The roadways internal to the Project site would be constructed per City standards.
The Project does not propose any substandard design features, therefore the Project’s impact to geometric design hazards would be less-than-significant.
5.4 Emergency Access
Factors such as the number of access points, roadway width, and proximity to fire stations determine whether a project provides enough emergency access. The fire station most likely to serve the site is Riverside County Fire Department – Coachella fire Station 79, located at 1377 6th Street approximately 1.5 miles from the project site. Emergency vehicles could utilize any of the three Project access points at Avenue 52 or Van Buren Street or the emergency access point from the west side of the project site via Calhoun Street. If one entrance is blocked, emergency personnel could access the site from the other entrance point. Internal roadways are designed to accommodate emergency vehicles.
The Project will make roadway improvements that will reduce intersection delay during peak hours even with increased traffic volumes and is not expected to increase emergency response times for adjacent neighborhoods.
The Project’s impact on emergency access would be less-than-significant. 2468
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6. Local Transportation Study
This section presents the transportation operations analysis consistent with the County’s Guidelines.
The operational analysis is intended to assess the potential effect of the Project on the surrounding roadway network. For the study, maintaining LOS D or better as a standard for intersection operations.
6.1 Opening Year (2030) Conditions
This section presents intersection operations under Opening Year (2030) Plus Project and Plus Project and Cumulative Project conditions. Improvements are identified for deficient intersections.
6.1.1 Traffic Volume Development
Consistent with the County’s Guidelines, an annual ambient growth rate was applied to existing traffic counts to forecast 2030 traffic volumes. An annual ambient growth rate of 2% was agreed upon in the scoping form (Appendix A). Pending and approved development (cumulative) projects within a fivemile radius of the Project site that could influence travel in the study area were collected and assessed. Fehr & Peers coordinated with the City of Coachella to obtain a list of development projects for use in the TIA. The list is documented in Appendix B. All relevant projects provided were assumed to be in operation by 2030. Trip Generation, 12th Edition rates were applied to each project that was anticipated to affect peak hour intersection operations. The trip generation estimates for these projects are provided in Appendix B. The trips were assigned to the study area based on professional judgement and knowledge of the land uses and their typical peak hour travel patterns.
Project trips from Figure 4.2 were added to Opening Year forecast to develop Opening Year (2030) Plus Project. Intersection turning movement forecasts for Opening Year (2030) Plus Project are presented in Figure 6.1. Cumulative project trips were then added to develop Opening Year (2030) Plus Project and Cumulative Projects intersection turning movement forecasts, as presented in Figure 6.2.
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FIGURE 6.1
Peak Hour Traffic Volumes and Lane Configurations Opening Year Plus Project (2030) 281 (159) 1 (2) 174 (154) 25 (56) 3 (7)
1 (1)
1. Calhoun St/Driveway 1
284 (165)
0 (1)
199 (210)
5 (15)
2. Calhoun St/Driveway 2
17 (15)
238 (146)
34 (19)
13 (32)
221 (484)
8 (10) 48 (22) 177 (171)
86 (128)
93 (73)
508 (329)
14 (29)
3. Calhoun St/Avenue 52
3 (9)
341 (631)
615 (431)
4. Driveway 3/Avenue 52
5 (4)
9 (8)
341 (635)
3 (5)
610 (427)
19 (32)
5. Driveway 4/Avenue 52
15 (16)
277 (241)
40 (35)
47 (45)
290 (586)
13 (12) 106 (57) 167 (181)
126 (172)
191 (116)
508 (386)
22 (20)
6. Van Buren St/Avenue 52
1 (2)
278 (250)
54 (42)
2 (2)20 (35) 182 (178)
7. Van Buren St/Driveway 5
104 (52)
432 (287)
33 (50)
198 (426)
21 (41) 71 (50) 295 (325)
135 (203)
162 (141)
461 (309)
44 (27)
8. Calhoun St/Avenue 50
Calhoun StCalhoun St
Avenue 52
Calhoun St
Avenue 52
25 eunevA 25 eunevA
Van Buren St
Driveway 5
Van Buren St
Avenue 50
Calhoun St
99 (62)
484 (319)
63 (64)
66 (96)
366 (527)
111 (79) 75 (65) 344 (471)
81 (159)
164 (105)
428 (377)
107 (62)
9. Van Buren St/Avenue 50
263 (147)
517 (283)
92 (45)
72 (75)
476 (822)
109 (278) 90 (105) 227 (461)
76 (111)
98 (67)
814 (633)
42 (71)
10. Calhoun St/Avenue 48
Avenue 50
Van Buren St
Avenue 48
Calhoun St
266 (208)
457 (300)
377 (223)
117 (50)
390 (468)
195 (412) 208 (83) 205 (411)
91 (72)
82 (68)
418 (481)
135 (299)
11. Van Buren St/Avenue 48
370 (598)
13 (7)
140 (318)
28 (15)
219 (272)
615 (461) 28 (26) 16 (10)
6 (3)
0 (3)
225 (252)
164 (163)
12. Driveway/Dillon Rd/Avenue 48
Avenue 48
Van Buren St
Avenue 48
Driveway Dillon Rd
STOPSTOP
STOP
P STO
STOP
STOP
STOP
STOP
STOP
CE
B
G
CE
C F
D
BF
D
D
F
CC
C
CE
G
B
AC
AE F E ACC AE
G
B
E CC
AC
E
E AC
AC
E
AC
ACCE
E
E ACC
AC
E
ACE
ACC
E
E AC
ACC
E
ACC
ACCF
E
F AC
ACCF
AAEF
ACCCF E AC
AC
E
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume Stop Sign
Signalized
1 2
3 4 5 6
7 10 11 12
13 14
Avenue51
ohlaC nu Street
Avenue 49
teertS zevahC raseC
Avenue 52
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
teertS sisaO
Dillon Road
Project Study Area
0 1
1 2
3 4 5 6
7 8 9
Avenue 51
4th Street
teertS zevahC raseC
Avenue 52
Avenue 50
0 1
M iles
Stu dy I n tersecti on s
Project Si te
STOP # Study Intersections
ACE
176 (92)
Avenue 48
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FIGURE 6.1
Peak Hour Traffic Volumes and Lane Configurations Opening Year Plus Project (2030) 633 (496)
68 (121) 197 (386) 0 (6)
129 (151)
362 (419)
126 (191)
13. SR-86 SB Ramps/Dillon Rd
138 (87)
3 (3)
159 (178)
406 (241)
355 (413)
151 (257)
341 (489)
14. SR-86 NB Ramps/Dillon Rd
Dillon Rd
SR-86 SB Ramps
Dillon Rd
SR-86 NB Ramps
CCF BF
AC
AC
D
CCF
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume
10 11 12
13 14
ohlaC nu Street
Avenue 49
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
Dillon Road
teertS noskcaJ
1 2
3 4 5 6
7 8 9
Avenue 51
4th Street
teertS zevahC raseC
Avenue 52
Avenue 50
0 1
Stop Sign
Signalized
STOP # Study Intersections
Avenue 48
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FIGURE 6.2
Peak Hour Traffic Volumes and Lane Configurations - Opening Year Plus Project and Cumulative Projects (2030) 292 (174) 1 (2) 186 (164) 25 (56) 3 (7)
1 (1)
1. Calhoun St/Driveway 1
295 (180)
0 (1)
211 (220)
5 (15)
2. Calhoun St/Driveway 2
17 (15)
247 (159)
36 (21)
28 (42)
308 (602)
8 (10) 53 (38)
188 (179)88 (132)
94 (76)
596 (440)
15 (31)
3. Calhoun St/Avenue 52
3 (9)
432 (755)
705 (547)
4. Driveway 3/Avenue 52
5 (4)
9 (8)
432 (759)
3 (5)
700 (543)
19 (32)
5. Driveway 4/Avenue 52
15 (16)
300 (278)
51 (51)
47 (45)
381 (710)
13 (12) 106 (57) 200 (209)
128 (176)
192 (120)
598 (502)
32 (35)
6. Van Buren St/Avenue 52
1 (2)
312 (303)
54 (42)
2 (2)20 (35) 225 (221)
7. Van Buren St/Driveway 5
112 (58)
474 (319)
186 (101)
65 (63)
374 (688)
25 (50) 82 (74) 315 (370)
155 (233)
184 (167)
654 (543)
49 (39)
8. Calhoun St/Avenue 50
Calhoun StCalhoun St
Avenue 52
Calhoun St
Avenue 52
25 eunevA 25 eunevA
Van Buren St
Driveway 5
Van Buren St
Avenue 50
Calhoun St
121 (79)
558 (381)
74 (71)
97 (129)
546 (762)
122 (106) 95 (106) 383 (557)
96 (179)
178 (124)
597 (604)
111 (74)
9. Van Buren St/Avenue 50
263 (147)
601 (345)
103 (54)
72 (75)
591 (984)
109 (278) 90 (105) 273 (547)
82 (120)
107 (74)
926 (787)
47 (84)
10. Calhoun St/Avenue 48
Avenue 50
Van Buren St
Avenue 48
Calhoun St
266 (208)
501 (347)
452 (289)
119 (53)
521 (645)
195 (412) 212 (85) 243 (466)
107 (90)
97 (85)
540 (653)
170 (390)
11. Van Buren St/Avenue 48
519 (845)
13 (7)
358 (594)
28 (15)
243 (309)
814 (685) 28 (26) 16 (10)
6 (3)
0 (3)
248 (286)
383 (457)
12. Driveway/Dillon Rd/Avenue 48
Avenue 48
Van Buren St
Avenue 48
Driveway Dillon Rd
STOPSTOP
STOP
P STO
STOP
STOP
STOP
STOP
STOP
CE
B
G
CE
C F
D
BF
D
D
F
CC
C
CE
G
B
AC
AE F F ACC AE
G
B
E CC
AC
ACE
E
E AC
AC
E
AC
ACCE
E
E ACC
AC
E
ACC
ACE
E
E AC
ACC
E
ACC
ACCE
E
F AC
ACCF
AAEF
ACCCF E AC
AC
E
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume
1 2
3 4 5 6
7 8 9
10 11 12
13 14
Avenue51
ohlaC nu Street
Avenue 49
teertS zevahC raseC
Avenue 52
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
teertS sisaO
Dillon Road
Avenue50
teertS noskcaJ
Project Study Area
0 1
Stu dy I n tersecti on s
Project Si te
1 2
3 4 5 6
7 8 9
4th Street
teertS zevahC raseC
Avenue 52
oject Study Area
0 1 2
M iles
Stu dy I n tersecti on s
Project Si te
Stop Sign
Signalized
STOP # Study Intersections
Avenue 51 Avenue 48
Avenue 50
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1,042 (1,006)
78 (129) 251 (482) 0 (6)
356 (471)
677 (846)
255 (358)
13. SR-86 SB Ramps/Dillon Rd
151 (94)
3 (3)
285 (361)
495 (310)
901 (1,175)
383 (552)
773 (1,076)
14. SR-86 NB Ramps/Dillon Rd
Dillon Rd
SR-86 SB Ramps
Dillon Rd
SR-86 NB Ramps
CCF BF
AC
AC
D
CCF
Lane Configuration
ACF
AM (PM) Peak Hour Traffic Volume
FIGURE 6.2
Peak Hour Traffic Volumes and Lane Configurations - Opening Year Plus Project and Cumulative Projects (2030)
Stop Sign
Signalized
STOP
10 11 12
13 14
ohlaC nu Street
Avenue 49
I ndio Boulevard
Grapefruit Boulevard
teertS neruB naV
teertS sisaO
Dillon Road
1 2
3 4 5 6
7 8 9
4th Street
teertS zevahC raseC
Avenue 52
# Study Intersections
Avenue 51 Avenue 48
Avenue 50
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6.1.2 Opening Year (2030) Intersection Operations
Opening Year (2030) intersection operations were evaluated using the HCM methodology detailed in Section 2.1. Opening year lane configurations and intersection control types changed as documented in Appendix D and as summarized below:
• The Project will implement an additional lane in the direction adjacent to the Project on the north and west side
• The Project will implement two lanes in the direction adjacent to the project on the east side of the project
• Additional lanes were added based off Southern California Association of Governments’ (SCAG) Regional Transportation Plan (RTP).
Traffic signal timings, peak hour factors and heavy vehicle percentages were left unchanged from existing conditions.
Intersection operations under Opening Year (2030) Plus Project and Plus Project and Cumulative Projects conditions are presented in Table 6.1. Intersection LOS calculation worksheets are provided in Appendix E.
Under the Plus Project scenario, the following intersections are forecasted to operate deficiently (below LOS D):
• Intersection 3: Calhoun Street and Avenue 52
• Intersection 6: Van Buren Street and Avenue 52
Under the Plus Projects and Cumulative Projects scenario the following intersections are forecasted to operate deficiently (below LOS D):
• Intersection 3: Calhoun Street and Avenue 52
• Intersection 6: Van Buren Street and Avenue 52
• Intersection 11: Van Buren Street and Avenue 48
• Intersection 12: Dillon Road and Avenue 48
• Intersection 13: SR-86 SB Ramps and Dillon Road PM Peak Hour All other study intersections would operate at acceptable service levels of LOS D or better. 2474
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Table 6.1. Opening Year (2030) Intersection Levels of Service ID Intersection Control1 Peak
Hour
Opening Year with Project Opening Year with Project and Cumulative Projects
LOS/Delay Side Street Stop
Worst Movement LOS/Delay Side Street Stop Worst Movement 1 West Driveway 1 and
Calhoun St* SSSC1
AM A / 1 Westbound A / 1 Westbound
PM A / 1 Westbound A / 1 Westbound
2 West Driveway 2 and
Calhoun St* SSSC1
AM A / 1 Westbound A / 1 Westbound
PM A / 1 Westbound A / 1 Westbound
3 Calhoun St and Ave
52 AWSC2 AM F / 95 F / 187
PM F / 156 F / >2504
4 North Driveway 1 and
Ave 52* SSSC1
AM A / 1 Northbound A / 1 Northbound
PM A / 1 Northbound A / 1 Northbound
5 North Driveway 2 and
Ave 52* SSSC1
AM A / 1 Northbound A / 1 Northbound
PM A / 1 Northbound A / 1 Northbound
6 Van Buren St and Ave
52 Signal
AM E / 56 F / 87
PM C / 34 D / 55
7 East Driveway and
Van Buren St.* SSSC1
AM A / 1 Eastbound A / 1 Eastbound
PM A / 1 Eastbound A / 1 Eastbound
8 Calhoun St and Ave
50 Signal
AM C / 29 D / 36
PM C / 25 C / 33
9 Van Buren St and Ave
50 Signal
AM C / 34 D / 36
PM C / 35 D / 38
10 Calhoun St and Ave
48 Signal
AM D / 42 D / 45
PM C / 34 D / 37
11 Van Buren St and Ave
48 Signal
AM C / 29 C / 34
PM C / 44 E / 68
12 Dillon Rd and Ave 48 Signal
AM C / 25 E / 61
PM D / 24 F / 86
13 SR-86 SB Ramps and
Dillon Rd Signal
AM B / 12 C / 35
PM B / 14 E / 65
14 SR-86 NB Ramps and
Dillon Rd Signal
AM C / 22 C / 24
PM B / 16 C / 39
Note:
1. SSSC: Side-Street Stop Control
2. AWSC: All-Way Stop Control
3. Deficient intersection operations are noted in bold text (below LOS D).
4. Delay estimates are above 250 seconds are out of the bounds of the Syncro software Source: Fehr & Peers, 2025.
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6.1.2.1 Freeway Off-Ramp Queueing Assessment
Storage capacity for all SR-86 northbound and southbound off-ramps in the study area were evaluated using HCM 7th Edition methodologies. Existing storage capacities were compared against 95th percentile queue estimates prepared using the Synchro 12 software.
The following two intersections were included in the off-ramp queuing analysis for the Opening (2030) scenarios:
• 13. SR-86 SB Ramps and Dillion Road
• 14. SR-86 NB Ramps and Dillion Road
No movements are forecasted to exceed existing storage capacity under Opening Year (2030) Plus Project and Cumulative Projects. The queuing analysis summary in Table 6.2 presents results for one scenario Opening Year with Project and Cumulative Projects only. This scenario has higher traffic volumes than Opening Year with Project which queues are not reported since lower traffic volumes typically result in shorter queues. Detailed queuing worksheets are provided in Appendix F.
Table 6.2 SR-86 Off-Ramp 95th Percentile Queues
Intersection Movement Storage
Length (ft)
Peak
Hour
Opening Year (2030) Plus Project and
Cumulative Projects
13 SR-86 SB Ramps and
Dillion Road
SBT 1,325
AM 325
PM 450
SBR 1,325
AM 100
PM 375
14 SR-86 NB Ramps and
Dillion Road NBLTR 1,475
AM 325
PM 425
Notes:
1. Queue results are reported in feet per lane and rounded up to the nearest 25-feet interval.
Source: Fehr & Peers, 2025.
6.1.3 Opening Year (2030) Improvements
Feasible measures were identified to improve intersection operations at deficient intersections to an acceptable LOS (LOS D or better).
• Calhoun Street and Avenue 52 (Intersection 3) – This intersection is expected to operate at LOS E and F during AM and PM peak hour under Opening Year (2030) Plus Project and Cumulative Projects. A traffic signal is warranted and recommended at Calhoun and Avenue 52 to improve operations. Signal warrant analyses for project driveways (Intersections 1 and 2, 4 and 5, and 7) indicate that signals are not warranted. Detailed signal warrant analysis are provided in Appendix G.
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• Van Buren Street and Avenue 52 (Intersection 6) – This intersection is expected to operate at LOS E and F during AM and PM peak hour under Opening Year (2030) Plus Project and Cumulative Projects. To improve intersection operations, optimizing splits and increasing cycle lengths would improve to acceptable conditions. Communication with Coachella Valley Sync is not needed because intersection 6 is uncoordinated. • Van Buren Street and Avenue 48 (Intersection 11) – This intersection is expected to operate at LOS E during PM peak hour under Opening Year (2030) Plus Project and Cumulative Projects. To improve intersection operations, convert southbound right lane to a shared southbound right through.
• Dillon Road and Avenue 48 (Intersection 12) – This intersection is expected to operate at LOS E and F during AM and PM peak hour under Opening Year (2030) Plus Project and Cumulative Projects. To improve intersection operations, optimizing the traffic signal timing would improve to acceptable conditions.
• SR-86 and Southbound Ramps and Dillion Road (Intersection 13) – This intersection is expected to operate at LOS E during PM peak hour in Opening Year (2030) Plus Project and Cumulative Projects. To improve intersection operations, optimizing the traffic signal timing would improve to acceptable conditions.
Table 6.3 compares intersection operations without and with improvements under improvements.
Table 6.3 Opening Year (2030) with Improvements Levels of Service Intersection Peak
Hour
Opening Year
(2030) Plus
Project
Opening Year
(2030) Plus
Project and
Cumulative
Projects
Opening Year
(2030) Plus
Project w/
Improvement
Opening Year
(2030) Plus
Project and
Cumulative w/
Improvement
Fair
Share
%
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
3. Calhoun St and
Avenue 52
AM F 95 F 187 B 14 C 34
18.6% PM F 156 F >250 C 21 C 28
6. Van Buren St and
Ave 52
AM E 56 F 87 D 43 D 55
23.1%
PM C 34 D 55 C 32 D 45
11. Van Buren St and
Ave 48
AM C 29 C 34 C 29 C 34
13.2%
PM C 44 E 68 D 35 D 52
12. Dillon Road and
Avenue 48
AM C 25 E 61 C 30 D 53
8.9%
PM C 24 F 86 C 28 D 50
13. SR-86 and
Southbound Ramps
AM B 12 C 35 B 12 C 34
7.0%
PM B 14 E 65 B 15 D 53
Notes:
1. Percent of fair share at the intersection is calculated using PM peak hour volumes.
2. Potentially deficient intersection operations are noted in bold text Source: Fehr & Peers, 2025
2477
Item 2.
COVA Transportation Impact Study | 37 P
Project Improvement Fair Share
The calculated Project fair share contribution towards these improvements is based on the formula outlined in the County’s Guidelines:
Project Fair Share (P) = [T(p) ÷ (T(t) – T(e))]*100
Independent variables and associated values for this calculation are shown in Table 6.4, formula is assumed to be traffic volumes at individual intersections. Total traffic volumes are from Opening Year plus Project and Existing Traffic are from collected counts.
Table 6.4 Opening Year (2030) Project Fair Share Calculations Variable Description Intersection 3
Values
Intersection 6
Values
Intersection 11
Values
Intersection
12 Values
Intersection
13 Values
T(p) Project Traffic 95 151 140 127 127
T(t) Total Traffic1 1,745 2,178 3,723 3,240 3,298
T(e) Existing Traffic 1,234 1,525 2,663 1,814 1,491
Note: Traffic values are the sum of all turning movements.
1. Total Traffic Volumes are forecast volumes for the Opening Year Plus Project Plus Cumulative Projects (2030) Peak PM scenario.
Source: Fehr & Peers, 2025.
2478
Item 2.
COVA Transportation Impact Study | 38 P
Appendix A:
Approved
Scoping
Agreement
2479
Item 2.
2480
Item 2.
2481
Item 2.
2482
Item 2.
2483
Item 2.
2484
Item 2.
2485
Item 2.
2486
Item 2.
2487
Item 2.
2488
Item 2.
2489
Item 2.
2490
Item 2.
2491
Item 2.
2492
Item 2.
2493
Item 2.
COVA Transportation Impact Study P
Appendix B:
Pending and
Approved
Development
Projects
2494
Item 2.
Project ID Name of Project CASE ID Type Jurisdiction Address Description Approved? Status / Opening Year
Additional
Comments
Include In
Analysis?
1 Bellissima by Pulte Architectural Review No. 21-
15 Single-family
residential Coachella
East of Frederick Street between
Avenue 53 and 54; Tentative
Tract Map 31978
111 single-family residences ranging in size from 1,342 sq. ft. to 2,467 sq. ft. and included 1 and 2 story residences
Admin Approval
on 4/5/22
Under
Construction Yes
2 Mariposa Pointe - D.R.
Horton Architectural Review No. 21-09 Single-family
residential Coachella SEC of Calhoun Street and 50th Avenue; Tract 32074 1 and 2-story single family residences with attached garages on the 155 vacant lots within Tract 32074 with Spanish, Tuscan and Italianate architectural design.
Plan 1 - 1,898 sq. ft. (4 bed, 3 bath and 2-bay garage) Plan 2 - 2,239 sq. ft. (4 bed, 3 bath and 2-bay garage) 2-story Plan 3 - 2,435 sq. ft. (4 bedr, 3.5 bath and 2-bay garage) 2- story
Admin Approval
1/5/22
Under
Construction Yes
3 Pyramid Ranch Single-family
residential Coachella
West of Van Buren Street, South
of Avenue 50, North of Avenue
51 (APN #'s 779-280-002 and
779-320-001)
204 Single-Family residential lots; 39 Acres City Council Approved 10/30/23
Under
Construction
Pyramid Ranch
| Coachella,
California
Homes | Pulte
Yes
4 Tripoli Mixed-Use
Project
Change of Zone (CZ) 22-01
Conditional Use Permit (CUP)
351 Architectural Review (AR)
22-04
Mixed-Use (multifamily & retail) Coachella
Northeast Corner of Cesar
Chavez Street and Bagdad
Avenue
108 Apartment units and 2 retail units with Building A 3-stories and Building B 4-stories; 2.83 acres
Planning
Commission
approved 4/20/22,
City Council
Approved 5/11/22
Under
Construction Yes
5 Villa Verde Apartments AR No. 19-06, CZ 19-01 Multi-family residential Coachella 84-824 Calle Verde
152-unit Apartment Community with one to three bedroom
dwellings (27 freestanding buildings) at 84-824 Calle Verde.
The developments consist of 1, 2 and 3-bedroom apartment units, including: Property management and resident service office, Community room, Laundry facilities, Common open spaces spread over five patio
areas; 9.4 acres
Approved
Administrative
Review 2/20/20
Will begin
construction by:
12/2025
Completion slated
for: Fall 2027
Yes
6 Vista Del Agua
TTM 38145 (related cases -
SP 14-01, GPA 14-01, CZ 14-01,
EA14-04, TPM 36872) SCH No.
2015031003
Single-family
residential w/
commercial,
neighborhood center
& park
Coachella
East of Tyler Street, north of
Avenue 48, and west of Polk
Street, on the south side of the I10 Freeway and Vista Del Sur.
APN 603-150-005, -007, -009, -
010 & -011
TTM38145 is to subdivide 42.92 acres into 204 single family lots
TTM 38146 is to divide 46.92 acres into 254 single-family lots (APN: 603-150-009, 010 & -011) The "Vista Del Agua" project is a proposed master-planned community to be developed on 275.38 acres of vacant land located east of Tyler Street, north of Avenue 48, and west of Polk Street, on the south side of the I-10 Freeway and Vista Del Sur. The project will include a variety of residential neighborhoods with up to 1,640 total dwelling units, plus 17.57 acres of General Commercial use,
8.27 acres of Neighborhood Center with Residential Overlay, and a 13.82 park site. The proposed roadway network includes a new public street to connect Vista Del Sur to Avenue 48, and Polk Street to Avenue 47.
Planning
Commission
approved 5/13/20
Under review Yes
7 Coachella Gateway CUP 254 (Modification), AR
24-02 Coachella Gateway
Commercial Project
(multi-tenant) w/
drive-thru restaurant
Coachella
48151 Grapefruit Blvd.
Southwest corner of Grapefruit
Boulevard and Avenue 48
A 4,605 SF multi-tenant commercial building that will include a drive-thru restaurant and two other tenants; 4.85 acres Planning
Commission
Approved 7/7/24
Under review Yes
8 Coachella
Vineyards/Hotel Ozara
AR No. 16-03 (Modification),
CUP 266, TTM 37040, EA 16-
01 Commercial Project
(RV
Subdivision/Resort)
Coachella Northeast Corner of Vista Del
Norte and Tyler Street
The project is for a RV Subdivision/Resort that includes 188 lots for Recreational Vehicles, 100 unit two bedroom
townhomes, and an 11-story 200-room hotel and associated facilities. The project includes an 8-story parking structure and a retail plaza that includes 4 retail buildings; 48 acres Original Approval -
9/26/2018
Modification
Planning
Commission
Approved -
2/29/24
Under
ConstructionPhase 1
Operational as of
9/2024
ITEMAttachment001-
3f3afa5d9def4
eacab00e679c
3450e75.pdf
Yes
9 Fountainhead Plaza
CUP 346, 347, AR 21-12
(related to CUP 321, 322, AR
20-03 and TPM 37940)
Commercial Project
(Retail Center/
Shopping Center)
Coachella Northeast corner of 1st Street
and Cesar Chavez Street
New 20,422 sq. ft. Aldi supermarket, 2,600 sq. ft. Panda Express and 2,050 sq. ft. Starbucks on 8.25 acres at the NEC of 1st Street and Cesar Chavez Street
City Council
Approved
1/26/2022
Under
Construction Yes
10 HOTN/Sinsemilla
Dispensary & Pub
Project
CUP 299, CUP 300, CZ 18-
03 Commercial Project
(Cannabis) Coachella 1694 6th Street 1,839 sq. ft. retail cannabis dispensary and 1,432 sq. ft. bar/pub; .11 ares Planning
Commission
Approved 3/20/19
CC Approved
5/8/19
Under Construction Yes
11 JJWR Industrial
Development TPM 38218, AR 21-07, CUP 354
Commercial Project
(Industrial
warehouses and
offices w/ RV
storage)
Coachella 53-457 and 53-459 Enterprise
Way
Construction of two 25,750 sq. ft. industrial building to create up to 32 warehouse condos and 8 office condos of which
some will accommodate RV storage; 3.29 acres
PC Approved
5/18/22, CC
Approved 6/8/22
Under review Yes
12 Roots Café CUP No. 374, AR No. 23-16 Commercial Project (Cannabis) Coachella 45800 Dillon Road
Construction of a 1,750 sq. ft. retail cannabis business within an existing building located in the R-C (Regional Commercial) zone; 1.27 acres
Planning
Commission
Approved
7/3/2024
Under review Yes
13 Sun Community Credit
Union AR 24-07, CUP 381 Commercial Project
(Bank) Coachella NEC of Cesar Chavez St and Valley Rd 4,130 sq. ft. commercial bank; 1.97 acres Planning
Commission
Approved 7/3/24
Under
Construction
Completion slated
for: Early 2026
Yes
14 Pueblo Cannabis CUP 336, CZ 20-08 Commercial Project (Cannabis) Coachella 85-591 Grapefruit Blvd A 1500 sq. ft. retail cannabis dispensary in an existing building on .30 acres of land in the CG-RC zone Planning
Commission
Approved 5/26/21,
City Council
Approved 6/9/21 -
CZ Time Extension
for CUP Approved
by PC 6/15/22
Under
Construction
Completion slated
for: Spring 2026
Yes
15 West Coast Self Storage Commercial Indio
NEC OF DR CARREON BLVD
AND
CALHOUN ST, INDIO, CA 92201;
A. P. N. 612-130-008
The proposed project is for the construction of a self-storage facility within an approximate 62,000 squarefoot building along with 72 parking stalls.
Approved Under review Yes
16 Riverside County Office
of Education SCH No. 2024010419 Commercial (Zone
M) Indio
South of Dr. Carreon Blvd., east
of Calhoun St., and north of Quail
Ave
The proposed project, Riverside County Office of Education Facilities Expansion, is proposing the development of a 33,000-square-foot Riverside County of Education Facilities Expansion Project for a new conference center, offices, warehouse storage, and parking lot.
Approved Under Construction Yes
17 JFM Villas SCH No. 2025051381 Residential (High) Indio SWC of Dr. Carreon Blvd. and Van Buren Street
Tentative Parcel Map No. 38805 to subdivide 34.43-acres into two new parcels measuring 2.58 acres and 5.52 acres and a 25.87-acre remainder. The purpose of the map is to support the development of an additional 150 residential units, including 100 multi-family units and 50 senior housing units, within the density limits established in the Specific Plan.
Approved
Expected to begin
construction by
Spring 2025
Proposed
zoning change
to Fred Young
SP
Yes
18 Sierra Blanca Single-family
residential La Quinta
South of Avenue 54 and north of
Mountain View Lane, between
Monroe St and Ardennas Dr.
34 single family home units Approved Under
Construction Sierra Blanca
Development
Yes
2495
Item 2.
19 Bravo Estates
Site development permit 2024-
0001? Resolution No. 2025-
002
Single-family
residential La Quinta
Northwest corner of Madison
Street and Avenue 52; APN: 777-
470-001 through -014
A proposal to develop 14 one-story single-family homes. The site is 8.4 acres and zoned Very Low Density Residential, which allows up to 2 units per acre. The project includes a development agreement to allow for year-round short-term vacation rentals. Access to the project is off Madison Street.
Approved
1/21/25 Under review Yes
20 East of Monroe
Residential TR36902, TR36902E01 Single-family
residential Riverside County South of Avenue 55, east of Monroe St.
SCHEDULE A SUBDIVISION TO DIVIDE 40 GROSS ACRES
INTO 80 SINGLE FAMILY RESIDENTIAL LOTS WITH LOT SIZES
RANGING FROM APPROXIMATELY 10,000 SQ. FT. TO 39,700
SQ. FT. INCLUDING PRIVATE STREETS ALONG WITH OPEN
SPACE RETENTION BASIN AND PERIMETER BUFFERS. 1ST
EOT FOR TR36902 EXTENDING THE EXPIRATION DATE 3
YEARS TO 6/9/2026.
Approved
5/23/2023 Under review Yes
21 Quick-Crete Products
Facility PPT250012 Commercial Riverside County South of Avenue 54, west of Shady Ln.
PLOT PLAN FOR A QUICK-CRETE PRODUCTS FACILITY
(RELOCATING FROM A FACILITY IN NORCO, CALIFORNIA)
FOR THE CREATION OF CONCRETE BENCHES,
CONTAINERS, AND TABLES WITHIN A 100,000 SQ. FT.
BUILDING. WITH 3 BUILDINGS (TOTALING 2,800 SQ. FT. FOR
SECURITY/CARETAKER, CUSTOMER EXPERIENCE &
ADMINISTRATION), A CONCRETE BATCH PLANT, A 55,000
SQ. FT. PRODUCT & SCULPTURE GARDEN, A 75,000 SQ. FT.
OUTDOOR STORAGE AREA FOR FINISHED PRODUCT, A
70,000 SQ. FT. AREA FOR MOLD STORAGE, A 190,000 SQ.
FT. AREA FOR WATER DETENTION/FUTURE EXPANSION,
AND 135 PARKING SPACES. (CVE: 24001)
Approved
2/21/2025 Under review Yes
22 Townhomes PPT240006 Multi-Family
Residential Riverside County South of Avenue 54, east of Jackson st.
THE PROPOSED PROJECT INCLUDES DEVELOPMENT OF 158
NEW TOWNHOUSE (MULTI-FAMILY) UNITS ON
APPROXIMATELY 18.22 DEVELOPABLE ACRES.
Approved
5/15/2024 Under review Yes
2496
Item 2.
COVA Transportation Impact StudyP
Appendix C:
Intersection
Turning
Movement
Counts
2497
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0
7:00 AM 4 66 19 10 46 3 2 21 0 3 55 10 239 0 0 0 0 0
7:15 AM 6 75 16 12 27 10 2 37 1 1 84 22 293 0 0 0 0 0
7:30 AM 2 39 1 17 33 8 4 33 2 0 102 15 256 0 0 0 0 0
7:45 AM 1 42 4 21 36 14 1 51 1 1 94 11 277 0 0 0 0 0
8:00 AM 3 27 5 15 32 5 2 44 1 0 104 20 258 0 0 0 0 0
8:15 AM 1 27 2 11 20 6 6 49 2 2 109 14 249 0 0 0 0 0
8:30 AM 3 15 1 5 8 26 7 57 3 1 95 8 229 0 0 0 0 0
8:45 AM 1 12 0 8 15 25 11 68 0 1 90 10 241 0 0 0 0 0
VOLUMES 21 303 48 99 217 97 35 360 10 9 733 110 2,042 0 0 0 0 0 APPROACH % 6% 81% 13% 24% 53% 23% 9% 89% 2% 1% 86% 13%
APP/DEPART 372 / 448 413 / 236 405 / 507 852 / 851 0
BEGIN PEAK HR
VOLUMES 12 183 26 65 128 37 9 165 5 2 384 68 1,084 0 0 0 0 APPROACH % 5% 83% 12% 28% 56% 16% 5% 92% 3% 0% 85% 15%
PEAK HR FACTOR 0.570 0.810 0.844 0.915 0.925
APP/DEPART 221 / 260 230 / 135 179 / 256 454 / 433 0
4:00 PM 4 37 3 18 29 6 10 119 1 2 86 15 330 0 0 0 0 0
4:15 PM 2 32 2 21 25 1 6 87 2 1 46 8 233 0 0 0 0 0
4:30 PM 1 12 3 33 27 6 5 85 0 1 64 12 249 0 0 0 0 0
4:45 PM 2 21 3 24 29 4 4 88 2 1 61 18 257 0 0 0 0 0
5:00 PM 1 25 1 19 26 8 3 92 2 0 77 7 261 0 0 0 0 0
5:15 PM 0 22 2 22 29 9 6 104 2 2 55 11 264 0 0 0 0 0
5:30 PM 1 19 1 25 30 6 4 91 1 2 57 8 245 0 0 0 0 0
5:45 PM 2 25 2 21 28 2 4 73 0 2 63 15 237 0 0 0 0 0
VOLUMES 13 193 17 183 223 42 42 739 10 11 509 94 2,076 0 0 0 0 0 APPROACH % 6% 87% 8% 41% 50% 9% 5% 93% 1% 2% 83% 15%
APP/DEPART 223 / 329 448 / 244 791 / 939 614 / 564 0
BEGIN PEAK HR
VOLUMES 9 102 11 96 110 17 25 379 5 5 257 53 1,069 0 0 0 0 APPROACH % 7% 84% 9% 43% 49% 8% 6% 93% 1% 2% 82% 17%
PEAK HR FACTOR 0.693 0.845 0.787 0.765 0.810
APP/DEPART 122 / 180 223 / 120 409 / 486 315 / 283 0
Calhoun St
NORTH LEG
52nd Ave WEST LEG EAST LEG 52nd Ave
SOUTH LEG
Calhoun St
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Calhoun St
52nd Ave
U-TURNS
Calhoun St Calhoun St 52nd Ave 52nd Ave
AM
7:15 AM
PM
4:00 PM
2498
Item 2.
861 139 440 282 TOTAL 777
448 42 223 183 PM 329
413 97 217 99 AM 448
852 614
1,466
1,415
564 851
110
94 204
733 509
1,242
TOTAL
PM
AM
9 11 20
77 42 35
AMPM
TOTAL
1,099
739 360
20 10 10
507 939
1,446
1,196
791 405
236 AM 21 303 48 372
244 PM 13 193 17 223
480 TOTAL 34 496 65 595
453 54 238 161 TOTAL 440
223 17 110 96 PM 180
230 37 128 65 AM 260
454 315 769
716 283 433
68 53
121
384 257 641
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
2 5 7
34 25
9 #N/A
AMPM
TOTAL
544 379 165
PM 4:00 PM
5:45 PM
10 5 5
256 486 742
588 409 179
135 AM 12 183 26 221
120 PM
9 102 11 122
255 Total 21 285 37 343
AimTD LLC
TURNING MOVEMENT COUNTS
Calhoun St
52nd Ave
52nd Ave
ALL HOURS
Coachella
SC5374
Calhoun St
Calhoun St
Calhoun St
52nd Ave
52nd Ave
PEAK HOUR
2499
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 1 0 1 1 0 1 1 0 0 0 0 0
7:00 AM 5 55 9 5 69 6 8 49 0 14 68 15 303 0 0 0 0 0
7:15 AM 1 57 11 7 36 6 11 57 0 7 102 21 316 0 0 0 0 0
7:30 AM 2 46 7 17 33 11 4 45 0 1 107 33 306 0 0 0 0 0
7:45 AM 3 42 2 34 27 22 10 60 3 3 83 48 337 0 0 0 0 0
8:00 AM 1 37 7 41 23 26 6 63 3 4 105 48 364 0 0 0 0 0
8:15 AM 2 23 2 45 33 17 5 49 4 3 96 28 307 0 0 0 0 0
8:30 AM 2 27 4 11 21 10 7 54 3 1 97 13 250 0 0 0 0 0
8:45 AM 1 29 2 10 23 9 12 63 2 5 90 16 262 0 0 0 0 0
VOLUMES 17 316 44 170 265 107 63 440 15 38 748 222 2,445 0 0 0 0 0 APPROACH % 5% 84% 12% 31% 49% 20% 12% 85% 3% 4% 74% 22% APP/DEPART 377 / 601 542 / 318 518 / 654 1,008 / 872 0
BEGIN PEAK HR
VOLUMES 7 182 27 99 119 65 31 225 6 15 397 150 1,323 0 0 0 0 APPROACH % 3% 84% 13% 35% 42% 23% 12% 86% 2% 3% 71% 27% PEAK HR FACTOR 0.783 0.786 0.897 0.895 0.909
APP/DEPART 216 / 363 283 / 140 262 / 351 562 / 469 0
4:00 PM 2 45 7 18 28 7 16 123 2 4 83 12 347 0 0 0 0 0
4:15 PM 0 38 3 43 26 6 5 114 0 0 50 20 305 0 0 0 0 0
4:30 PM 0 45 5 30 31 4 8 107 0 4 74 23 331 0 0 0 0 0
4:45 PM 2 32 6 28 29 1 6 110 2 4 79 12 311 0 0 0 0 0
5:00 PM 4 57 8 28 34 2 7 100 0 3 77 20 340 0 0 0 0 0
5:15 PM 0 40 3 31 29 1 8 117 0 5 63 27 324 0 0 0 0 0
5:30 PM 2 33 8 48 29 7 5 118 1 0 63 32 346 0 0 0 0 0
5:45 PM 1 22 2 33 28 2 5 82 1 1 76 21 274 0 0 0 0 0
VOLUMES 11 312 42 259 234 30 60 871 6 21 565 167 2,578 0 0 0 0 0 APPROACH % 3% 85% 12% 50% 45% 6% 6% 93% 1% 3% 75% 22%
APP/DEPART 365 / 539 523 / 261 937 / 1,172 753 / 606 0
BEGIN PEAK HR
VOLUMES 8 162 25 135 121 11 26 445 3 12 282 91 1,321 0 0 0 0 APPROACH % 4% 83% 13% 51% 45% 4% 5% 94% 1% 3% 73% 24%
PEAK HR FACTOR 0.707 0.795 0.948 0.963 0.954
APP/DEPART 195 / 279 267 / 136 474 / 605 385 / 301 0
Van Buren St
NORTH LEG
52nd Ave WEST LEG EAST LEG 52nd Ave
SOUTH LEG
Van Buren St
AM
7:15 AM
PM
4:45 PM
U-TURNS
Van Buren St Van Buren St 52nd Ave 52nd Ave
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Van Buren St
52nd Ave
2500
Item 2.
1,065 137 499 429 TOTAL 1,140
523 30 234 259 PM 539
542 107 265 170 AM 601
1,008
753
1,761
1,478
606 872
222 167 389
748 565
1,313
TOTAL
PM
AM
38 21 59
123
60 63
AMPM
TOTAL
1,311
871 440
21 6
15 654
1,172 1,826
1,455
937 518
318 AM 17 316 44 377
261 PM 11 312 42 365
579 TOTAL 28 628 86 742
550 76 240 234 TOTAL 642
267 11 121 135 PM 279
283 65 119 99 AM 363
562 385 947
770 301 469
150
91 241
397 282 679
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
15 12 27
57 26 31
#N/A
AMPM
TOTAL
670 445 225
PM 4:45 PM
5:45 PM
9 3 6
351 605 956
736 474 262
140 AM7 182 27 216
136 PM
8 162 25 195
276 Total 15 344 52 411
Van Buren St
Van Buren St
Van Buren St
52nd Ave
52nd Ave
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Van Buren St
52nd Ave
52nd Ave
ALL HOURS
Coachella
SC5374
2501
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 1 0 0 0 0
7:00 AM 0 71 15 2 58 2 8 8 1 3 14 29 211 0 0 0 0 0
7:15 AM 2 85 17 19 49 0 13 14 3 4 23 27 256 0 1 0 0 1
7:30 AM 1 62 3 30 58 1 23 21 3 9 18 91 320 0 0 0 0 0
7:45 AM 1 55 5 34 70 1 34 37 1 7 18 91 354 0 1 0 0 1
8:00 AM 1 47 4 32 44 1 10 14 1 13 25 55 247 0 0 0 0 0
8:15 AM 1 44 3 12 29 3 2 8 1 5 20 25 153 0 0 0 0 0
8:30 AM 0 25 4 7 20 2 0 21 0 15 22 13 129 0 0 0 0 0
8:45 AM 1 28 4 11 34 4 3 20 1 16 23 11 156 0 0 0 0 0
VOLUMES 7 417 55 147 362 14 93 143 11 72 163 342 1,828 0 2 0 0 2 APPROACH % 1% 87% 11% 28% 69% 3% 38% 58% 4% 12% 28% 59% APP/DEPART 479 / 854 525 / 445 247 / 345 577 / 184 0
BEGIN PEAK HR
VOLUMES 5 249 29 115 221 3 80 86 8 33 84 264 1,179 0 2 0 0 APPROACH % 2% 88% 10% 34% 65% 1% 46% 49% 5% 9% 22% 69%
PEAK HR FACTOR 0.680 0.804 0.604 0.807 0.830
APP/DEPART 283 / 595 341 / 262 174 / 230 381 / 92 0
4:00 PM 0 50 8 24 50 2 10 48 0 4 14 15 225 0 0 0 0 0
4:15 PM 2 35 9 23 51 0 4 41 0 2 24 32 223 0 1 0 0 1
4:30 PM 0 23 6 19 54 1 5 36 0 3 20 62 229 0 2 0 0 2
4:45 PM 0 45 3 23 51 2 12 26 0 5 14 27 208 0 1 0 0 1
5:00 PM 1 35 2 13 52 4 13 30 0 1 18 23 192 0 0 0 0 0
5:15 PM 1 35 3 26 59 1 8 36 4 5 23 13 214 0 0 0 0 0
5:30 PM 0 32 3 30 56 0 7 54 0 6 32 18 238 0 0 0 0 0
5:45 PM 1 43 1 16 41 0 3 25 0 4 33 15 182 0 0 0 0 0
VOLUMES 5 298 35 174 414 10 62 296 4 30 178 205 1,715 0 4 0 0 4 APPROACH % 1% 88% 10% 29% 69% 2% 17% 82% 1% 7% 43% 50%
APP/DEPART 338 / 569 602 / 448 362 / 505 413 / 193 0
BEGIN PEAK HR
VOLUMES 2 153 26 89 206 5 31 151 0 14 72 136 889 0 4 0 0 APPROACH % 1% 85% 14% 29% 68% 2% 17% 83% 0% 6% 32% 61%
PEAK HR FACTOR 0.780 0.987 0.784 0.653 0.962
APP/DEPART 181 / 324 304 / 220 182 / 266 222 / 79 0
Calhoun St
NORTH LEG
51st Ave WEST LEG EAST LEG 51st Ave
SOUTH LEG
Calhoun St
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Calhoun St
51st Ave
U-TURNS
Calhoun St
Minor Construction AM; Queue NB PM
Calhoun St 51st Ave 51st Ave
AM
7:15 AM
PM
4:00 PM
2502
Item 2.
1,127 24 776 321 TOTAL 1,423
602 10 414 174 PM 569
525 14 362 147 AM 854
577 413 990
377 193 184
342 205 547
163 178 341
TOTAL
PM
AM
72 30
102
155
62 93
AMPM
TOTAL
439 296 143
15 4
11 345 505 850
609 362 247
445 AM 7 417 55 479
448 PM 5 298 35 338
893 TOTAL 12 715 90 817
645 8 427 204 TOTAL 919
304 5 206 89 PM 324
341 3 221 115 AM 595
381 222 603
171
79 92
264 136 400
84 72
156
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
33 14 47
111
31 80
#N/A
AMPM
TOTAL
237 151
86 PM 4:00 PM
5:45 PM
8 0 8
230 266 496
356 182 174
262 AM 5 249 29 283
220 PM 2 153 26 181
482 Total 7 402 55 464
AimTD LLC
TURNING MOVEMENT COUNTS
Calhoun St
51st Ave
51st Ave
ALL HOURS
Coachella
SC5374
Calhoun St
Calhoun St
Calhoun St
51st Ave
51st Ave
PEAK HOUR
2503
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 1 0 1 1 0 1 1 0 0 0 0 0
7:00 AM 5 43 2 17 68 5 2 22 3 23 38 27 255 0 0 0 0 0
7:15 AM 13 36 5 21 67 11 6 36 3 16 34 15 263 0 0 0 0 0
7:30 AM 45 73 11 21 70 24 13 24 2 20 59 34 396 0 0 0 0 0 7:45 AM 38 91 6 30 81 18 28 28 3 34 63 50 470 0 0 0 0 0 8:00 AM 13 72 21 35 80 10 17 33 0 19 52 58 410 0 0 0 0 0 8:15 AM 3 52 12 34 80 8 10 15 0 14 37 13 278 0 0 0 0 0
8:30 AM 3 33 12 11 40 8 4 25 3 18 41 8 206 0 0 0 0 0
8:45 AM 2 32 8 6 53 3 2 30 2 15 44 6 203 0 0 0 0 0
VOLUMES 122 432 77 175 539 87 82 213 16 159 368 211 2,481 0 0 0 0 0 APPROACH % 19% 68% 12% 22% 67% 11% 26% 68% 5% 22% 50% 29% APP/DEPART 631 / 725 801 / 714 311 / 465 738 / 577 0
BEGIN PEAK HR
VOLUMES 99 288 50 120 311 60 68 100 5 87 211 155 1,554 0 0 0 0 APPROACH % 23% 66% 11% 24% 63% 12% 39% 58% 3% 19% 47% 34% PEAK HR FACTOR 0.809 0.952 0.733 0.770 0.827
APP/DEPART 437 / 511 491 / 403 173 / 270 453 / 370 0
4:00 PM 7 65 20 14 68 7 10 64 2 15 31 7 310 0 0 0 0 0
4:15 PM 12 70 24 10 49 10 6 55 1 19 38 8 302 0 0 0 0 0
4:30 PM 10 71 18 19 64 12 3 50 2 14 33 8 304 0 0 0 0 0
4:45 PM 13 60 18 11 41 5 6 40 1 18 31 10 254 0 0 0 0 0
5:00 PM 6 64 17 15 57 2 8 42 1 17 32 7 268 0 0 0 0 0
5:15 PM 2 77 17 11 51 4 26 37 1 19 34 12 291 0 0 0 0 0
5:30 PM 4 64 18 34 75 11 9 74 0 17 46 20 372 0 0 0 0 0
5:45 PM 2 63 27 11 63 4 9 39 1 20 44 4 287 0 0 0 0 0
VOLUMES 56 534 159 125 468 55 77 401 9 139 289 76 2,388 0 0 0 0 0 APPROACH % 7% 71% 21% 19% 72% 8% 16% 82% 2% 28% 57% 15% APP/DEPART 749 / 687 648 / 616 487 / 685 504 / 400 0
BEGIN PEAK HR
VOLUMES 14 268 79 71 246 21 52 192 3 73 156 43 1,218 0 0 0 0 APPROACH % 4% 74% 22% 21% 73% 6% 21% 78% 1% 27% 57% 16% PEAK HR FACTOR 0.940 0.704 0.744 0.819 0.819
APP/DEPART 361 / 363 338 / 322 247 / 342 272 / 191 0
Van Buren St
NORTH LEG
51st Ave WEST LEG EAST LEG 51st Ave
SOUTH LEG
Van Buren St
AM
7:30 AM
PM
5:00 PM
U-TURNS
Van Buren St Van Buren St 51st Ave 51st Ave
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Van Buren St
51st Ave
2504
Item 2.
1,449 142 1,007 300 TOTAL 1,412
648 55 468 125 PM 687
801 87 539 175 AM 725
738 504
1,242
977 400 577
211
76 287
368 289 657
TOTAL
PM
AM
159 139 298
159
77 82
AMPM
TOTAL
614 401 213
25 9
16 465 685
1,150
798 487 311
714 AM 122 432 77 631
616 PM 56 534 159 749
1,330 TOTAL 178 966 236 1,380
829 81 557 191 TOTAL 874
338 21 246 71 PM 363
491 60 311 120 AM 511
453 272 725
561 191 370
155
43 198
211 156 367
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
87 73
160
120
52 68
#N/A
AMPM
TOTAL
292 192 100
PM 5:00 PM
5:45 PM
8 3 5
270 342 612
420 247 173
403 AM 99 288 50 437
322 PM 14 268 79 361
725 Total 113 556 129 798
Van Buren St
Van Buren St
Van Buren St
51st Ave
51st Ave
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Van Buren St
51st Ave
51st Ave
ALL HOURS
Coachella
SC5374
2505
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 5
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 1.5 0.5 1 1 1 2 0.5 0.5 0 0 0 0
7:00 AM 19 78 14 14 47 8 5 26 3 4 53 22 293 0 0 0 0 0
7:15 AM 16 90 13 19 59 15 4 33 3 5 96 30 383 0 0 1 0 1
7:30 AM 19 80 45 30 54 12 7 52 3 5 91 26 424 0 0 1 0 1
7:45 AM 24 89 59 34 65 20 6 43 3 14 89 36 482 0 0 1 0 1 8:00 AM 20 76 21 22 46 8 9 27 5 8 86 34 362 0 0 1 0 1
8:15 AM 16 48 13 16 34 9 6 47 5 2 67 30 293 0 0 0 0 0
8:30 AM 9 22 6 15 21 13 7 42 3 3 84 19 244 0 0 0 0 0
8:45 AM 8 28 3 19 41 19 11 32 4 4 67 14 250 0 0 0 0 0
VOLUMES 131 511 174 169 367 104 55 302 29 45 633 211 2,735 0 0 4 0 4 APPROACH % 16% 63% 21% 26% 57% 16% 14% 77% 7% 5% 71% 24% APP/DEPART 816 / 777 640 / 441 390 / 645 889 / 872 0
BEGIN PEAK HR
VOLUMES 79 335 138 105 224 55 26 155 14 32 362 126 1,655 0 0 4 0 APPROACH % 14% 61% 25% 27% 58% 14% 13% 78% 7% 6% 70% 24% PEAK HR FACTOR 0.802 0.807 0.790 0.935 0.857
APP/DEPART 552 / 487 384 / 270 199 / 398 520 / 500 0
4:00 PM 11 59 15 45 68 13 21 100 6 0 71 18 427 0 0 0 0 0 4:15 PM 10 39 14 35 71 11 5 75 12 5 54 25 356 0 0 0 0 0 4:30 PM 9 56 21 46 40 6 7 79 4 5 69 36 378 0 0 0 0 0
4:45 PM 7 62 19 32 57 9 6 80 5 5 48 30 360 0 0 0 0 0
5:00 PM 8 44 16 40 64 9 8 69 2 3 59 20 342 0 0 0 0 0
5:15 PM 7 46 14 23 69 11 7 81 5 4 71 17 355 0 0 1 0 1
5:30 PM 5 44 4 44 87 14 4 58 7 4 70 28 369 0 0 0 0 0
5:45 PM 9 49 13 37 58 13 12 64 3 3 62 17 340 0 0 0 0 0
VOLUMES 66 399 116 302 514 86 70 606 44 29 504 191 2,928 0 0 1 0 1 APPROACH % 11% 69% 20% 33% 57% 10% 10% 84% 6% 4% 70% 26% APP/DEPART 581 / 660 902 / 587 721 / 1,024 724 / 657 0
BEGIN PEAK HR
VOLUMES 37 216 69 158 236 39 39 334 27 15 242 109 1,521 0 0 0 0 APPROACH % 11% 67% 21% 36% 55% 9% 10% 84% 7% 4% 66% 30% PEAK HR FACTOR 0.915 0.859 0.787 0.832 0.891
APP/DEPART 322 / 364 433 / 278 400 / 561 366 / 318 0
Calhoun St
NORTH LEG
Ave 50 WEST LEG EAST LEG Ave 50
SOUTH LEG
Calhoun St
AM
7:15 AM
PM
4:00 PM
U-TURNS
Calhoun St
Minor Constraction
Calhoun St Ave 50 Ave 50
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Calhoun St
Ave 50
2506
Item 2.
1,542 190 881 471 TOTAL 1,437
902 86 514 302 PM 660
640 104 367 169 AM 777
889 724
1,613
1,529
657 872
211 191 402
633 504
1,137
TOTAL
PM
AM
45 29 74
125
70 55
AMPM
TOTAL
908 606 302
73 44 29
645
1,024 1,669
1,111
721 390
441 AM 131 511 174 816
587 PM 66 399 116 581
1,028 TOTAL 197 910 290 1,397
817 94 460 263 TOTAL 851
433 39 236 158 PM 364
384 55 224 105 AM 487
520 366 886
818 318 500
126 109 235
362 242 604
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
32 15 47
65 39 26
#N/A
AMPM
TOTAL
489 334 155
PM 4:00 PM
5:45 PM
41 27 14
398 561 959
599 400 199
270 AM 79 335 138 552
278 PM 37 216 69 322
548 Total 116 551 207 874
Calhoun St
Calhoun St
Calhoun St
Ave 50
Ave 50
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Calhoun St
Ave 50
Ave 50
ALL HOURS
Coachella
SC5374
2507
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 6
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1.5 0.5 1 1 1 1 1.5 0.5 1 1.5 0.5 0 0 0 0
7:00 AM 9 70 10 11 37 13 13 40 9 16 48 32 308 0 0 0 0 0 7:15 AM 19 81 14 15 45 17 8 45 7 7 74 27 359 0 0 0 0 0
7:30 AM 14 90 8 14 65 14 14 91 29 37 86 37 499 0 0 0 0 0 7:45 AM 19 93 15 17 82 14 13 102 40 26 89 34 544 0 0 0 0 0 8:00 AM 22 79 12 17 51 11 16 50 10 14 89 31 402 0 0 0 1 1 8:15 AM 11 70 15 7 50 14 6 53 14 6 81 26 353 0 0 0 0 0
8:30 AM 6 56 9 17 40 15 8 48 4 11 80 12 306 0 0 0 0 0
8:45 AM 14 56 12 13 38 13 8 42 4 3 52 22 277 0 0 0 0 0
VOLUMES 114 595 95 111 408 111 86 471 117 120 599 221 3,049 0 0 0 1 1 APPROACH % 14% 74% 12% 18% 65% 18% 13% 70% 17% 13% 64% 23% APP/DEPART 804 / 902 630 / 645 674 / 678 941 / 824 0
BEGIN PEAK HR
VOLUMES 74 343 49 63 243 56 51 288 86 84 338 129 1,805 0 0 0 1 APPROACH % 16% 74% 11% 17% 67% 15% 12% 68% 20% 15% 61% 23% PEAK HR FACTOR 0.917 0.801 0.685 0.863 0.830
APP/DEPART 466 / 523 362 / 413 425 / 401 552 / 468 0
4:00 PM 10 63 13 42 77 13 16 116 14 9 70 28 471 0 0 0 1 1 4:15 PM 14 51 14 34 94 8 27 90 16 13 76 16 453 0 0 0 1 1 4:30 PM 12 56 13 25 76 14 17 109 15 13 88 24 462 0 0 0 0 0 4:45 PM 10 47 10 24 74 10 12 101 14 13 63 14 392 0 0 0 0 0 5:00 PM 9 54 14 45 75 12 20 96 10 8 68 23 434 0 0 0 0 0 5:15 PM 6 66 10 44 91 14 10 87 13 8 66 20 435 0 0 0 0 0 5:30 PM 13 62 19 28 73 7 11 80 11 19 88 28 439 0 0 0 0 0 5:45 PM 13 56 20 37 75 17 12 86 6 8 59 20 409 0 0 0 0 0 VOLUMES 87 455 113 279 635 95 125 765 99 91 578 173 3,497 0 0 0 2 2 APPROACH % 13% 69% 17% 28% 63% 9% 13% 77% 10% 11% 68% 20% APP/DEPART 655 / 753 1,009 / 825 989 / 1,159 844 / 760 0
BEGIN PEAK HR
VOLUMES 46 217 50 125 321 45 72 416 59 48 297 82 1,780 0 0 0 2 APPROACH % 15% 69% 16% 25% 65% 9% 13% 76% 11% 11% 69% 19% PEAK HR FACTOR 0.910 0.903 0.937 0.858 0.943
APP/DEPART 313 / 371 491 / 428 547 / 593 429 / 388 0
Van Buren St
NORTH LEG
Ave 50 WEST LEG EAST LEG Ave 50
SOUTH LEG
Van Buren St
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Van Buren St
Ave 50
U-TURNS
Van Buren St Van Buren St Ave 50 Ave 50
AM
7:15 AM
PM
4:00 PM
2508
Item 2.
1,639 206 1,043 390 TOTAL 1,655
1,009 95 635 279 PM 753
630 111 408 111 AM 902
941 844
1,785
1,584
760 824
221 173 394
599 578
1,177
TOTAL
PM
AM
120
91 211
211 125
86 AMPM
TOTAL
1,236
765 471
216
99 117
678
1,159 1,837
1,663
989 674
645 AM 114 595 95 804
825 PM 87 455 113 655
1,470 TOTAL 201 1,050 208 1,459
853 101 564 188 TOTAL 894
491 45 321 125 PM 371
362 56 243 63 AM 523
552 429 981
856 388 468
129
82 211
338 297 635
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
84 48
132
123
72 51
#N/A
AMPM
TOTAL
704 416 288
PM 4:00 PM
5:45 PM
145
59 86
401 593 994
972 547 425
413 AM 74 343 49 466
428 PM 46 217 50 313
841 Total 120 560 99 779
AimTD LLC
TURNING MOVEMENT COUNTS
Van Buren St
Ave 50
Ave 50
ALL HOURS
Coachella
SC5374
Van Buren St
Van Buren St
Van Buren St
Ave 50
Ave 50
PEAK HOUR
2509
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 7
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 2 0 1 1 1 1 1 1 1 2 1 0 0 0 0
7:00 AM 28 75 55 3 24 6 12 64 16 13 60 9 365 0 0 0 0 0
7:15 AM 40 83 70 6 31 13 20 70 30 10 51 12 436 0 0 0 0 0 7:30 AM 51 95 82 22 40 48 23 65 32 17 95 21 591 0 1 0 0 1 7:45 AM 54 87 61 16 45 52 31 93 43 30 84 17 613 0 0 0 1 1 8:00 AM 62 94 49 27 44 51 18 78 47 21 95 14 600 0 1 0 0 1 8:15 AM 64 74 46 6 32 23 9 61 29 16 57 14 431 0 0 0 1 1 8:30 AM 33 60 32 6 35 21 10 63 38 13 86 9 406 0 0 0 0 0 8:45 AM 44 58 33 8 26 8 5 61 27 17 73 11 371 0 0 0 0 0
VOLUMES 376 626 428 94 277 222 128 555 262 137 601 107 3,817 0 2 0 2 4 APPROACH % 26% 44% 30% 16% 47% 37% 14% 59% 28% 16% 71% 13% APP/DEPART 1,430 / 863 595 / 676 945 / 1,079 847 / 1,199 0
BEGIN PEAK HR
VOLUMES 207 359 262 71 160 164 92 306 152 78 325 64 2,243 0 2 0 1 APPROACH % 25% 43% 32% 18% 40% 41% 17% 56% 28% 17% 69% 14% PEAK HR FACTOR 0.908 0.807 0.823 0.880 0.913
APP/DEPART 828 / 517 397 / 390 550 / 640 468 / 696 0
4:00 PM 42 54 25 19 79 26 18 88 74 51 107 12 595 0 0 0 0 0 4:15 PM 51 65 23 16 83 19 8 99 79 50 92 13 598 0 0 0 0 0 4:30 PM 49 53 30 14 74 14 13 102 64 39 88 10 550 0 0 0 0 0 4:45 PM 41 43 23 16 61 8 13 87 59 37 90 19 497 0 0 0 0 0 5:00 PM 41 45 32 15 82 11 5 88 69 42 102 10 542 0 0 0 0 0 5:15 PM 44 58 35 12 74 17 8 90 97 57 96 18 606 0 0 0 0 0 5:30 PM 34 63 39 15 83 19 16 91 78 38 85 14 575 0 0 0 0 0 5:45 PM 42 68 35 14 82 18 10 96 78 48 85 11 587 0 0 2 0 2 VOLUMES 344 449 242 121 618 132 91 741 598 362 745 107 4,552 0 0 2 0 2 APPROACH % 33% 43% 23% 14% 71% 15% 6% 52% 42% 30% 61% 9% APP/DEPART 1,035 / 647 871 / 1,578 1,432 / 1,104 1,214 / 1,223 0
BEGIN PEAK HR
VOLUMES 161 234 141 56 321 65 39 365 322 185 368 53 2,312 0 0 2 0 APPROACH % 30% 44% 26% 13% 73% 15% 5% 50% 44% 31% 61% 9% PEAK HR FACTOR 0.924 0.944 0.933 0.886 0.954
APP/DEPART 536 / 326 442 / 828 728 / 562 606 / 596 0
Van Buren St
NORTH LEG
Ave 48 WEST LEG EAST LEG Ave 48
SOUTH LEG
Van Buren St
AM
7:15 AM
PM
5:00 PM
U-TURNS
Van Buren St Van Buren St Ave 48 Ave 48
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Van Buren St
Ave 48
2510
Item 2.
1,466 354 895 215 TOTAL 1,510
871 132 618 121 PM 647
595 222 277 94 AM 863
847
1,214 2,061
2,422 1,223 1,199
107 107 214
601 745
1,346
TOTAL
PM
AM
137 362 499
219
91 128
AMPM
TOTAL
1,296
741 555
860 598 262
1,079 1,104 2,183
2,377 1,432
945
676 AM 376 626 428 1,430
1,578 PM 344 449 242 1,035
2,254 TOTAL 720 1,075 670 2,465
839 229 481 127 TOTAL 843
442 65 321 56 PM 326
397 164 160 71 AM 517
468 606
1,074
1,292
596 696
64 53
117
325 368 693
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
78 185 263
131
39 92
#N/A
AMPM
TOTAL
671 365 306
PM 5:00 PM
5:45 PM
474 322 152
640 562
1,202
1,278
728 550
390 AM 207 359 262 828
828 PM 161 234 141 536
1,218 Total 368 593 403 1,364
Van Buren St
Van Buren St
Van Buren St
Ave 48
Ave 48
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Van Buren St
Ave 48
Ave 48
ALL HOURS
Coachella
SC5374
2511
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 8
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1.5 0.5 1 2 0 1 3 0 1 3 0 0 0 0 0 3
7:00 AM 52 81 10 13 31 16 13 65 20 6 77 11 395 0 0 0 0 0 7:15 AM 46 97 11 12 48 14 13 89 21 5 106 13 475 0 0 0 0 0 7:30 AM 67 109 25 11 42 18 13 66 19 2 164 22 558 0 0 0 0 0 7:45 AM 52 101 22 18 49 24 11 111 25 11 185 21 630 0 0 0 0 0 8:00 AM 40 98 12 18 36 14 19 108 19 9 186 19 578 0 0 0 0 0 8:15 AM 48 59 7 9 33 21 18 76 26 3 141 8 449 0 0 0 0 0
8:30 AM 38 53 7 6 38 10 14 97 13 10 116 9 411 0 0 0 0 0 8:45 AM 30 46 9 10 34 18 14 69 28 9 127 4 398 0 0 0 0 0 VOLUMES 373 644 103 97 311 135 115 681 171 55 1,102 107 3,894 0 0 0 0 0 APPROACH % 33% 58% 9% 18% 57% 25% 12% 70% 18% 4% 87% 8% APP/DEPART 1,120 / 866 543 / 537 967 / 881 1,264 / 1,610 0
BEGIN PEAK HR
VOLUMES 205 405 70 59 175 70 56 374 84 27 641 75 2,241 0 0 0 0 APPROACH % 30% 60% 10% 19% 58% 23% 11% 73% 16% 4% 86% 10% PEAK HR FACTOR 0.846 0.835 0.874 0.856 0.889
APP/DEPART 680 / 536 304 / 286 514 / 503 743 / 916 0
4:00 PM 42 68 12 30 77 22 19 164 74 7 156 21 692 0 0 0 0 0 4:15 PM 26 47 9 21 74 24 14 168 63 15 118 17 596 0 0 0 0 0 4:30 PM 33 49 6 22 62 20 15 142 52 6 108 11 526 0 0 0 0 0 4:45 PM 43 50 9 8 70 10 19 146 51 10 114 17 547 0 0 0 1 1 5:00 PM 29 59 4 25 89 24 11 166 50 8 124 17 606 0 0 0 0 0 5:15 PM 27 40 8 25 94 20 23 143 42 13 124 14 573 0 0 0 0 0 5:30 PM 28 55 10 19 91 22 13 178 64 10 125 8 623 0 0 0 0 0 5:45 PM 29 65 8 17 84 16 12 160 59 13 126 12 601 0 0 0 0 0 VOLUMES 257 433 66 167 641 158 126 1,267 455 82 995 117 4,765 0 0 0 1 1 APPROACH % 34% 57% 9% 17% 66% 16% 7% 69% 25% 7% 83% 10% APP/DEPART 756 / 676 966 / 1,178 1,848 / 1,501 1,195 / 1,410 0
BEGIN PEAK HR
VOLUMES 113 219 30 86 358 82 59 647 215 44 499 51 2,403 0 0 0 0 APPROACH % 31% 60% 8% 16% 68% 16% 6% 70% 23% 7% 84% 9%
PEAK HR FACTOR 0.887 0.946 0.903 0.983 0.964
APP/DEPART 362 / 329 526 / 617 921 / 763 594 / 694 0
Calhoun St
NORTH LEG
Ave 48 WEST LEG EAST LEG Ave 48
SOUTH LEG
Calhoun St
AM
7:15 AM
PM
5:00 PM
U-TURNS
Calhoun St Calhoun St Ave 48 Ave 48
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Calhoun St
Ave 48
2512
Item 2.
1,509 293 952 264 TOTAL 1,542
966 158 641 167 PM 676
543 135 311 97 AM 866
1,264 1,195 2,459
3,020 1,410 1,610
107 117 224
1,102
995
2,097
TOTAL
PM
AM
55 82
137
241 126 115
AMPM
TOTAL
1,948 1,267
681
626 455 171
881
1,501 2,382
2,815 1,848
967
537 AM 373 644 103 1,120
1,178 PM 257 433 66 756
1,715 TOTAL 630 1,077 169 1,876
830 152 533 145 TOTAL 865
526 82 358 86 PM 329
304 70 175 59 AM 536
743 594
1,337
1,610
694 916
75 51
126
641 499
1,140
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
27 44 71
115
59 56
#N/A
AMPM
TOTAL
1,021
647 374
PM 5:00 PM
5:45 PM
299 215
84 503 763
1,266
1,435
921 514
286 AM 205 405 70 680
617 PM 113 219 30 362
903 Total 318 624 100 1,042
Calhoun St
Calhoun St
Calhoun St
Ave 48
Ave 48
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Calhoun St
Ave 48
Ave 48
ALL HOURS
Coachella
SC5374
2513
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 9
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 0.5 1.5 1 1.5 0.5 1 2 0 1 2 0 0 0 0 0
7:00 AM 51 3 23 1 2 5 1 27 90 24 28 0 255 0 0 0 0 0
7:15 AM 46 2 23 3 2 4 6 35 107 25 30 0 283 0 0 0 0 0
7:30 AM 76 2 30 0 6 6 7 32 127 32 54 0 372 0 0 0 0 0
7:45 AM 81 3 32 0 3 5 7 53 119 38 44 0 385 0 0 0 0 0
8:00 AM 56 2 25 1 1 6 1 53 96 34 49 0 324 0 0 0 2 2
8:15 AM 60 3 29 0 5 3 5 31 76 28 28 0 268 0 0 0 0 0
8:30 AM 73 1 24 1 1 3 3 37 63 24 36 0 266 0 0 0 0 0
8:45 AM 48 2 26 1 3 7 2 38 66 30 37 2 262 0 0 0 1 1
VOLUMES 491 18 212 7 23 39 32 306 744 235 306 2 2,418 0 0 0 3 3 APPROACH % 68% 2% 29% 10% 33% 57% 3% 28% 69% 43% 56% 0% APP/DEPART 721 / 52 69 / 1,002 1,082 / 528 546 / 836 0
BEGIN PEAK HR
VOLUMES 259 9 110 4 12 21 21 173 449 129 177 0 1,366 0 0 0 2 APPROACH % 69% 2% 29% 11% 32% 57% 3% 27% 70% 42% 57% 0% PEAK HR FACTOR 0.815 0.771 0.898 0.895 0.887
APP/DEPART 378 / 30 37 / 590 643 / 289 308 / 457 0
4:00 PM 125 1 58 1 1 8 2 63 65 39 52 0 415 0 0 0 1 1
4:15 PM 94 1 64 1 4 4 7 66 59 25 38 0 363 0 0 0 2 2
4:30 PM 78 3 56 1 5 5 6 62 76 35 51 0 378 0 0 0 0 0
4:45 PM 100 2 67 0 2 5 4 56 68 42 54 0 400 0 0 0 1 1
5:00 PM 100 1 58 1 0 5 2 52 83 36 49 0 387 0 0 0 1 1
5:15 PM 113 0 67 0 1 5 4 55 86 27 44 0 402 0 0 0 2 2
5:30 PM 97 2 59 0 4 5 1 51 88 23 52 1 383 0 0 0 0 0
5:45 PM 84 2 57 1 3 2 2 63 75 35 43 1 368 0 0 0 0 0
VOLUMES 791 12 486 5 20 39 28 468 600 262 383 2 3,103 0 0 0 7 7 APPROACH % 61% 1% 38% 8% 31% 61% 3% 43% 55% 40% 59% 0%
APP/DEPART 1,289 / 42 64 / 882 1,096 / 966 654 / 1,213 0
BEGIN PEAK HR
VOLUMES 410 5 251 1 7 20 11 214 325 128 199 1 1,576 0 0 0 4 APPROACH % 62% 1% 38% 4% 25% 71% 2% 39% 59% 39% 60% 0%
PEAK HR FACTOR 0.925 0.778 0.948 0.856 0.975
APP/DEPART 666 / 17 28 / 460 550 / 470 332 / 629 0
Dillon Rd
NORTH LEG
Ave 48 WEST LEG EAST LEG Ave 48
SOUTH LEG
Dillon Rd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Dillon Rd
Ave 48
U-TURNS
Dillon Rd Dillon Rd Ave 48 Ave 48
AM
7:15 AM
PM
4:45 PM
2514
Item 2.
133 78 43 12 TOTAL 94
64 39 205 PM 42
69 39 237 AM 52
546 654
1,200
2,049 1,213
836
2 2 4
306 383 689
TOTAL
PM
AM
235 262 497
60 28 32
AMPM
TOTAL
774 468 306
1,344
600 744
528 966
1,494
2,178 1,096 1,082
1,002 AM 491 18 212 721
882 PM 791 12 486 1,289
1,884 TOTAL 1,282 30 698 2,010
65 41 195 TOTAL 47
28 2071 PM 17
37 21 124 AM 30
308 332 640
1,086
629 457
0 1 1
177 199 376
TOTAL
PM
AM
AM 7:15 AM
8:45 AM
129 128 257
32 11 21
#N/A
AMPM
TOTAL
387 214 173
PM 4:45 PM
5:45 PM
774 325 449
289 470 759
1,193
550 643
590 AM 2599 110 378
460 PM 410
5 251 666
1,050 Total 669 14 361 1,044
AimTD LLC
TURNING MOVEMENT COUNTS
Dillon Rd
Ave 48
Ave 48
ALL HOURS
Coachella
SC5374
Dillon Rd
Dillon Rd
Dillon Rd
Ave 48
Ave 48
PEAK HOUR
2515
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 10
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1 0 1 1 X 0 0 0 0
7:00 AM 0 0 0 12 0 26 0 86 13 29 63 0 229 0 0 0 0 0
7:15 AM 0 0 0 15 1 22 0 90 11 26 55 0 220 0 0 0 0 0
7:30 AM 0 0 0 18 0 36 0 145 11 27 78 0 315 0 0 0 0 0
7:45 AM 0 0 0 30 0 48 0 128 18 19 64 0 307 0 0 0 0 0
8:00 AM 0 0 0 30 0 25 0 102 16 31 63 0 267 0 0 0 0 0
8:15 AM 0 0 0 23 0 25 0 88 8 22 68 0 234 0 0 0 0 0
8:30 AM 0 0 0 20 0 21 0 66 15 21 57 0 200 0 0 0 0 0
8:45 AM 0 0 0 22 1 19 0 70 10 13 57 0 192 0 0 0 0 0
VOLUMES 0 0 0 170 2 222 0 775 102 188 505 0 1,964 0 0 0 0 0 APPROACH % 0% 0% 0% 43% 1% 56% 0% 88% 12% 27% 73% 0%
APP/DEPART 0 / 0 394 / 292 877 / 945 693 / 727 0
BEGIN PEAK HR
VOLUMES 0 0 0 101 0 134 0 463 53 99 273 0 1,123 0 0 0 0 APPROACH % 0% 0% 0% 43% 0% 57% 0% 90% 10% 27% 73% 0%
PEAK HR FACTOR 0.000 0.753 0.827 0.886 0.891
APP/DEPART 0 / 0 235 / 152 516 / 564 372 / 407 0
4:00 PM 0 0 0 31 0 62 0 82 21 49 89 0 334 0 0 0 0 0
4:15 PM 0 0 0 29 0 49 0 71 14 30 86 0 279 0 0 0 0 0
4:30 PM 0 0 0 36 0 46 0 73 20 42 52 0 269 0 0 0 0 0
4:45 PM 0 0 0 31 0 72 0 77 24 31 79 0 314 0 0 0 0 0
5:00 PM 0 0 0 29 2 50 0 99 22 44 89 0 335 0 0 0 0 0
5:15 PM 0 0 0 30 1 70 0 91 22 50 78 0 342 0 0 0 0 0
5:30 PM 0 0 0 29 1 78 0 86 27 25 57 0 303 0 0 0 0 0
5:45 PM 0 0 0 30 0 58 0 83 29 31 76 0 307 0 0 0 0 0
VOLUMES 0 0 0 245 4 485 0 662 179 302 606 0 2,483 0 0 0 0 0 APPROACH % 0% 0% 0% 33% 1% 66% 0% 79% 21% 33% 67% 0%
APP/DEPART 0 / 0 734 / 485 841 / 907 908 / 1,091 0
BEGIN PEAK HR
VOLUMES 0 0 0 119 4 270 0 353 95 150 303 0 1,294 0 0 0 0 APPROACH % 0% 0% 0% 30% 1% 69% 0% 79% 21% 33% 67% 0%
PEAK HR FACTOR 0.000 0.910 0.926 0.852 0.946
APP/DEPART 0 / 0 393 / 249 448 / 472 453 / 573 0
SR-86 SB Ramps
NORTH LEG
Dillon Rd WEST LEG EAST LEG Dillon Rd
SOUTH LEG
SR-86 SB Ramps
AM
7:30 AM
PM
4:45 PM
U-TURNS
SR-86 SB Ramps SR-86 SB Ramps Dillon Rd Dillon Rd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
SR-86 SB Ramps
Dillon Rd
2516
Item 2.
1,128 707
6 415 TOTAL0
734 4854 245 PM0
394 2222 170 AM0
693 908
1,601
1,818 1,091
727
0 0 0
505 606
1,111
TOTAL
PM
AM
188 302 490
0 0 0
AMPM
TOTAL
1,437
662 775
281 179 102
945 907
1,852
1,718
841 877
292 AM000
0 485 PM
000
0 777 TOTAL0000
628 4044 220 TOTAL
0 393 2704 119 PM
0 235 1340 101 AM0
372 453 825
980 573 407
0 0 0
273 303 576
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
99 150 249
0 0 0
#N/A
AMPM
TOTAL
816 353 463
PM 4:45 PM
5:45 PM
148
95 53
564 472
1,036
964 448 516
152 AM0000
249 PM
000
0 401 Total0000
SR-86 SB Ramps
SR-86 SB Ramps
SR-86 SB Ramps
Dillon Rd
Dillon Rd
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
SR-86 SB Ramps
Dillon Rd
Dillon Rd
ALL HOURS
Coachella
SC5374
2517
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 11
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 X X X 1 1 X X 2 1 0 0 0 0
7:00 AM 23 0 44 0 0 0 43 54 0 0 68 34 266 0 0 1 0 1
7:15 AM 24 1 19 0 0 0 62 40 0 0 57 31 234 0 0 0 0 0
7:30 AM 34 0 29 0 0 0 86 77 0 0 71 26 323 0 0 0 0 0
7:45 AM 28 0 29 0 0 0 88 70 0 0 60 32 307 0 0 0 0 0
8:00 AM 27 1 37 0 0 0 55 77 0 0 67 28 292 0 0 0 0 0
8:15 AM 19 0 30 0 0 0 55 56 0 0 71 33 264 0 0 0 0 0
8:30 AM 26 0 43 0 0 0 35 51 0 0 52 24 231 0 0 0 0 0
8:45 AM 18 0 36 0 0 0 40 52 0 0 52 29 227 0 0 0 0 0
VOLUMES 199 2 267 0 0 0 464 477 0 0 498 237 2,145 0 0 1 0 1 APPROACH % 43% 0% 57% 0% 0% 0% 49% 51% 0% 0% 68% 32%
APP/DEPART 468 / 703 0 / 0 942 / 744 735 / 698 0
BEGIN PEAK HR
VOLUMES 108 1 125 0 0 0 284 280 0 0 269 119 1,186 0 0 0 0 APPROACH % 46% 0% 53% 0% 0% 0% 50% 50% 0% 0% 69% 31%
PEAK HR FACTOR 0.900 0.000 0.865 0.933 0.918
APP/DEPART 234 / 404 0 / 0 564 / 405 388 / 377 0
4:00 PM 12 0 30 0 0 0 24 89 0 0 126 41 322 0 0 0 0 0
4:15 PM 21 0 39 0 0 0 30 70 0 0 95 49 304 0 0 0 0 0
4:30 PM 5 0 29 0 0 0 29 80 0 0 89 45 277 0 0 0 0 0
4:45 PM 24 1 42 0 0 0 32 74 0 0 86 40 299 0 0 0 0 0
5:00 PM 19 1 35 0 0 0 32 96 0 0 114 49 346 0 0 0 0 0
5:15 PM 20 0 31 0 0 0 41 80 0 0 108 58 338 0 0 0 0 0
5:30 PM 16 0 42 0 0 0 31 84 0 0 66 46 285 0 0 0 0 0
5:45 PM 13 0 32 0 0 0 47 66 0 0 98 49 305 0 0 0 0 0
VOLUMES 130 2 280 0 0 0 266 639 0 0 782 377 2,476 0 0 0 0 0 APPROACH % 32% 0% 68% 0% 0% 0% 29% 71% 0% 0% 67% 33%
APP/DEPART 412 / 645 0 / 0 905 / 919 1,159 / 912 0
BEGIN PEAK HR
VOLUMES 68 1 140 0 0 0 151 326 0 0 386 202 1,274 0 0 0 0 APPROACH % 33% 0% 67% 0% 0% 0% 32% 68% 0% 0% 66% 34%
PEAK HR FACTOR 0.901 0.000 0.932 0.886 0.921
APP/DEPART 209 / 354 0 / 0 477 / 466 588 / 454 0
SR-86 NB Ramps
NORTH LEG
Dillon Rd WEST LEG EAST LEG Dillon Rd
SOUTH LEG
SR-86 NB Ramps
AM
7:30 AM
PM
5:00 PM
U-TURNS
SR-86 NB Ramps SR-86 NB Ramps Dillon Rd Dillon Rd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
SR-86 NB Ramps
Dillon Rd
2518
Item 2.
0 000 TOTAL 1,348
0000 PM 645
0000 AM 703
735
1,159 1,894
1,610
912 698
237 377 614
498 782
1,280
TOTAL
PM
AM
0 0 0
730 266 464
AMPM
TOTAL
1,116
639 477
0 0 0
744 919
1,663
1,847
905 942
0 AM 1992 267 468
0 PM 130
2 280 412
0 TOTAL 3294 547 880
0000 TOTAL 758
0000 PM 354
0000 AM 404
388 588 976
831 454 377
119 202 321
269 386 655
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
0 0 0
435 151 284
#N/A
AMPM
TOTAL
606 326 280
PM 5:00 PM
5:45 PM
0 0 0
405 466 871
1,041
477 564
0 AM 1081 125 234
0 PM 68
1 140 209
0 Total 1762 265 443
SR-86 NB Ramps
SR-86 NB Ramps
SR-86 NB Ramps
Dillon Rd
Dillon Rd
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
SR-86 NB Ramps
Dillon Rd
Dillon Rd
ALL HOURS
Coachella
SC5374
2519
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 12
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 1 0 1 2 1 1 2 0 0 0 0 0
7:00 AM 1 0 0 2 0 9 20 97 2 7 69 13 220 0 0 0 0 0
7:15 AM 1 1 0 1 0 5 19 109 2 2 68 7 215 0 0 0 0 0
7:30 AM 2 0 4 6 1 12 14 146 7 4 96 14 306 0 0 0 0 0
7:45 AM 0 1 1 9 0 4 24 136 4 3 97 12 291 0 0 0 0 0
8:00 AM 2 2 2 10 1 10 20 106 5 3 77 8 246 0 0 0 0 0
8:15 AM 2 4 5 3 2 14 15 88 9 1 79 5 227 0 0 0 0 0
8:30 AM 9 1 4 5 3 18 10 72 10 6 67 5 210 0 0 0 0 0
8:45 AM 3 0 2 3 2 13 19 75 5 5 60 11 198 0 0 0 0 0
VOLUMES 20 9 18 39 9 85 141 829 44 31 613 75 1,913 0 0 0 0 0 APPROACH % 43% 19% 38% 29% 7% 64% 14% 82% 4% 4% 85% 10% APP/DEPART 47 / 225 133 / 84 1,014 / 886 719 / 718 0
BEGIN PEAK HR
VOLUMES 6 7 12 28 4 40 73 476 25 11 349 39 1,070 0 0 0 0 APPROACH % 24% 28% 48% 39% 6% 56% 13% 83% 4% 3% 87% 10% PEAK HR FACTOR 0.568 0.857 0.859 0.875 0.874
APP/DEPART 25 / 119 72 / 40 574 / 516 399 / 395 0
4:00 PM 16 2 9 9 1 25 17 90 4 5 140 6 324 0 0 0 0 0
4:15 PM 7 2 6 10 1 26 11 69 7 3 126 6 274 0 0 0 0 0
4:30 PM 10 0 1 4 1 25 11 88 8 0 94 4 246 0 0 0 0 0
4:45 PM 7 0 1 8 0 23 7 92 1 2 141 8 290 0 0 0 0 0
5:00 PM 14 0 5 6 0 22 8 110 6 2 126 4 303 0 0 0 0 0
5:15 PM 7 1 5 4 4 22 6 104 1 2 145 1 302 0 0 0 0 0
5:30 PM 8 2 7 7 0 20 9 99 7 4 131 0 294 0 0 0 0 0
5:45 PM 9 0 4 2 1 14 7 106 3 3 127 4 280 0 0 0 0 0
VOLUMES 78 7 38 50 8 177 76 758 37 21 1,030 33 2,313 0 0 0 0 0 APPROACH % 63% 6% 31% 21% 3% 75% 9% 87% 4% 2% 95% 3%
APP/DEPART 123 / 116 235 / 66 871 / 846 1,084 / 1,285 0
BEGIN PEAK HR
VOLUMES 36 3 18 25 4 87 30 405 15 10 543 13 1,189 0 0 0 0 APPROACH % 63% 5% 32% 22% 3% 75% 7% 90% 3% 2% 96% 2%
PEAK HR FACTOR 0.750 0.935 0.907 0.937 0.981
APP/DEPART 57 / 46 116 / 29 450 / 448 566 / 666 0
Cabazon Rd
NORTH LEG
Dillon Rd WEST LEG EAST LEG Dillon Rd
SOUTH LEG
Ave 48
AM
7:30 AM
PM
4:45 PM
U-TURNS
Ave 48 Cabazon Rd Dillon Rd Dillon Rd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Cabazon Rd
Dillon Rd
2520
Item 2.
368 262 17 89 TOTAL 341
235 1778 50 PM 116
133 859 39 AM 225
719
1,084 1,803
2,003 1,285
718
75 33
108
613
1,030 1,643
TOTAL
PM
AM
31 21 52
217
76 141
AMPM
TOTAL
1,587
758 829
81 37 44
886 846
1,732
1,885
871
1,014
84 AM 209 18 47
66 PM 78
7 38 123
150 TOTAL 98 16 56 170
188 1278 53 TOTAL 165
116 874 25 PM 46
72 404 28 AM 119
399 566 965
1,061
666 395
39 13 52
349 543 892
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
11 10 21
103
30 73
#N/A
AMPM
TOTAL
881 405 476
PM 4:45 PM
5:45 PM
40 15 25
516 448 964
1,024
450 574
40 AM67 12 25
29 PM 36
3 18 57
69 Total 42 10 30 82
Ave 48
Ave 48
Cabazon Rd
Dillon Rd
Dillon Rd
PEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Cabazon Rd
Dillon Rd
Dillon Rd
ALL HOURS
Coachella
SC5374
2521
Item 2.
T112224
DATE: LOCATION: PROJECT #: SC5374
Tue, May 6, 25 NORTH & SOUTH: LOCATION #: 14
EAST & WEST: CONTROL: STOP E
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0
7:00 AM 4 70 0 0 78 2 2 0 0 0 0 0 156 0 0 0 0 0
7:15 AM 1 70 0 0 52 0 0 0 1 0 0 0 124 0 0 0 0 0
7:30 AM 5 49 0 0 34 1 2 0 0 0 0 0 91 0 0 0 0 0
7:45 AM 6 46 1 0 30 1 0 0 0 0 0 0 84 0 0 0 0 0
8:00 AM 1 40 0 0 31 0 5 0 3 0 0 0 80 0 0 0 0 0
8:15 AM 0 20 0 0 36 2 3 0 1 2 0 0 64 0 1 0 0 1
8:30 AM 1 34 0 0 26 3 0 1 2 0 0 1 68 0 0 0 0 0
8:45 AM 1 32 0 0 26 1 0 1 1 0 0 0 62 0 0 0 0 0
VOLUMES 19 361 1 0 313 10 12 2 8 2 0 1 730 0 1 0 0 1
APPROACH % 5% 95% 0% 0% 97% 3% 55% 9% 36% 67% 0% 33%
APP/DEPART 381 / 375 324 / 323 22 / 3 3 / 29 0
BEGIN PEAK HR
VOLUMES 16 235 1 0 194 4 4 0 1 0 0 0 455 0 0 0 0
APPROACH % 6% 93% 0% 0% 98% 2% 80% 0% 20% 0% 0% 0%
PEAK HR FACTOR 0.851 0.619 0.625 0.000 0.729
APP/DEPART 252 / 239 198 / 195 5 / 1 0 / 20 0
4:00 PM 0 47 0 0 30 0 1 0 7 0 0 0 85 0 0 0 0 0
4:15 PM 0 50 0 0 28 1 0 0 3 0 0 0 82 0 0 0 0 0
4:30 PM 0 37 0 0 33 0 1 0 9 0 0 0 80 1 1 0 0 2
4:45 PM 2 40 0 0 33 0 1 0 2 0 0 0 78 0 0 0 0 0
5:00 PM 1 66 0 0 36 0 1 0 2 0 0 0 106 0 0 0 0 0
5:15 PM 1 44 0 0 34 0 0 0 3 0 0 0 82 0 0 0 0 0
5:30 PM 2 41 0 0 32 1 3 0 2 0 0 0 81 0 0 0 0 0
5:45 PM 0 24 0 0 26 0 0 0 8 0 0 0 58 0 0 0 0 0
VOLUMES 6 349 0 0 252 2 7 0 36 0 0 0 654 1 1 0 0 2
APPROACH % 2% 98% 0% 0% 99% 1% 16% 0% 84% 0% 0% 0%
APP/DEPART 356 / 357 255 / 289 43 / 0 0 / 8 0
BEGIN PEAK HR
VOLUMES 4 187 0 0 136 0 3 0 16 0 0 0 348 1 1 0 0
APPROACH % 2% 97% 0% 0% 99% 0% 16% 0% 84% 0% 0% 0%
PEAK HR FACTOR 0.716 0.951 0.475 0.000 0.821
APP/DEPART 192 / 191 137 / 153 19 / 0 0 / 4 0
Van Buren St
NORTH LEG
Ave 53 WEST LEG EAST LEG Ave 53
SOUTH LEG
Van Buren St
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Coachella
Van Buren St
Ave 53
U-TURNS
Van Buren St Van Buren St Ave 53 Ave 53
AM
7:00 AM
PM
4:30 PM
2522
Item 2.
579 12 565 0 TOTAL 732
255 2 252 0 PM 357
324 10 313 0 AM 375
3 0 3
37 8
29 1 0 1
0 0 0
TOTAL
PM
AM
2 0 2
19 7
12 AMPM
TOTAL
2 0 2
44 36
8 3 0 3
65 43 22
323 AM 19 361 1 381
289 PM 6 349 0 356
612 TOTAL 25 710 1 737
335 4 330 0 TOTAL 430
137 0 136 0 PM 191
198 4 194 0 AM 239
0 0 0
24 4
20 0 0 0
0 0 0
TOTAL
PM
AM
AM 7:00 AM
8:45 AM
0 0 0
7 3 4
#N/A
AMPM
TOTAL
0 0 0
PM 4:30 PM
5:45 PM
17 16
1 1 0 1
24 19
5 195 AM 16 235 1 252
153 PM 4 187 0 192
348 Total 20 422 1 444
AimTD LLC
TURNING MOVEMENT COUNTS
Van Buren St
Ave 53
Ave 53
ALL HOURS
Coachella
SC5374
Van Buren St
Van Buren St
Van Buren St
Ave 53
Ave 53
PEAK HOUR
2523
Item 2.
COVA Transportation Impact StudyP
Appendix D:
Roadway and
Access
Assumptions
2524
Item 2.
20250919
COVA Roadway and Intersection /
Driveway Access Assumptions
Roadway Assumptions
The below roadway assumptions are based on the SCAG RTP/SCS and associated Financially Constrained Projects1 approved in 2024. The most current roadway buildout designations (SCAG RTP/SCS 2024) are listed as the assumption for the Project analysis. This ensures the Project is consistent with the City’s current roadway project funding schedule, which is consistent with SCAG’s financially constrained project roadway funding schedule.
Roadways that are immediately adjacent to the Project include Avenue 52, Van Buren Street, and Calhoun Street. It is assumed that half of the roadway’s full right-of-way (ROW) that is adjacent to the Project will be built out to the ultimate ROW width by the Project (listed below as “Immediately Adjacent Project Roadways”). The widening of the other half of the road is assumed to not occur in the Project analysis. Note: Opening Year Plus Project and Cumulative Projects roadway assumptions remain the same as Opening Year Plus Project.
Immediately Adjacent Project Roadways
• Van Buren Street (52nd Avenue to South City Limit)
o Existing two-lane undivided with buffered bike lane
o RTP planned road widening from 2 to 4 lanes (3A01CV087, 2030); project feature will be assumed in assessments
o Opening Year with Project (2030) – half width widening built as project feature. • Three travel lanes on west side (SB), raised median lane, bike lane, and sidewalk • One travel lane on east side (NB)
• Calhoun Street (Avenue 52 to Southmost City line)
o Existing two-lane undivided w/out bike lane
o No RTP coverage on this segment
o Opening Year with Project (2030) – half width widening built as a project feature • Two travel lanes on east side (NB), center median lane, bike lane, and sidewalk • One travel lane on west side (SB)
• Avenue 52 (Calhoun Street to Van Buren Street)
o Existing two-lane undivided w/out bike lane
o RTP planned road widening from 2 to 6 lanes (3A01CV014, 2035); RTP buildout (2035) is beyond Opening Year 2030, thus project feature will only be assumed in assessments
o Opening Year with Project (2030) – half width widening built to as a project feature:
• Two travel lanes on the south side (EB), raised center median, bike lane, and sidewalk
• One travel lane on north side (WB)
1 SCAG RTP/SCS 2024 Fiscally Constrained Projects, City of Coachella, P. 275, Table 2. 2525
Item 2.
20250919
Peripheral Project Study Roadways
• Van Burent Street (Avenue 52 to North City Limit)
o Existing two-lane undivided with a bike lane on the east side o RTP planned road widening from 2 to 6 lanes (3A07036 and 3A07037, 2030); RTP buildout assumed in assessments
o Opening Year with Project – built to RTP full ROW, not developer obligated • Avenue 52 (Van Buren Street to Fredrick Street)
o Existing one and two lanes in each direction undivided with bike lanes o RTP planned road widening from 2 to 6 lanes (3A01CV014, 2035); RTP buildout year (2035) is beyond Opening Year (2030), thus no changes will be assumed in assessments
• Avenue 52 (Fredrick Street to Harrison Street)
o Existing four-lanes undivided with bike lanes
o RTP planned road widening from 4 to 6 lanes (3A01CV015A, 2035); RTP buildout year (2035) is beyond Opening Year (2030), thus no changes will be assumed in assessments
• Avenue 52 (Harrison Street to Hwy 111)
o Existing one lane in each direction with bike sharrows; and two lanes in each direction divided
o RTP planned road widening from 2 to 6 lanes (3A01CV015B, 2035); RTP buildout year (2035) is beyond Opening Year (2030), thus no changes will be assumed in assessments
• Dillon Road
o Existing two-lane undivided w/out bike lane
o RTP planned road widening from 2 to 6 lanes from Cabezon Road to SR-86 interchange (3160028, 2027); RTP buildout assumed in assessments for segment mentions.
o Opening Year with Project – built to RTP full ROW, not developer obligated • Avenue 50
o Existing four-lane divided with bike lanes
o RTP planned road widening from Van Buren St to Harrison St to 6 lanes (3A01CV005, 2024); RTP buildout will not be assumed in assessments for segment mentions because not enough right of away. Recent re-pavement maintained 4 lanes with bike lanes.
o Opening Year with Project – will assume existing conditions • Avenue 48
o Existing four- to six-lane undivided with bike lanes
o Planned Major Arterial (4 lanes, divided) with enhanced bike facilities o RTP Planned road widening from 2 to 5 lanes from Van Buren St to W of Highway 111 (3A07108, 2024); RTP buildout assumed in assessments for segment mention o Opening Year with Project – will assumed 2 lanes westbound and 3 lanes eastbound, not developer obligated
2526
Item 2.
20250919
Intersection and Driveway Access Assumptions
Intersection / driveway access characteristics are related to the Project site plan shown in Figure 1, and input received from the Client.
Public Access Driveways / Intersections
Public guests may utilize the listed intersections / driveways to access the public sector of the Project, but may not access the private sector from these access points. • Intersection / Driveway #1
o Full movement, side street stop control.
• Intersection / Driveway #2
o Typical Right-In / Right-Out operation.
• Intersection / Driveway #7
o Typical Right-Out, exit only operation.
Private Access Driveways / Intersections
Private guests will use intersections / driveways #4 and #6 to enter the property. The private guests will have access to the parking garage at the Public Beach Club through the streets that pass through that garage, but it will be key card access. No Public Access will be allowable to the resort property through these roads.
• Intersection / Driveway #4
o Full movement, side street stop control.
• Intersection / Driveway #6
o Full movement, side street stop control.
Adjacent Intersections Only (Not Driveways)
• Intersection #3
o Existing All-Way Stop Controlled.
o Assumed Opening Year with Project and Opening Year with Project and Cumulative Projects will be the same as existing conditions.
• Intersection #5
o Existing signalized intersection.
o Assumed Opening Year with Project and Opening Year with Project and Cumulative Projects will be the same as existing conditions.
2527
Item 2.
20250919
Figure 1: New Site Plan – Intersection / Driveway Access 2528
Item 2.
COVA Transportation Impact StudyP
Appendix E: LOS
Worksheets
2529
Item 2.
HCM 7th AWSC
3: Calhoun St & Avenue 52 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 1
Intersection
Intersection Delay, s/veh 42.7
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 190 6 3 442 79 14 211 30 75 148 43 Future Vol, veh/h 11 190 6 3 442 79 14 211 30 75 148 43 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 204 6 3 475 85 15 227 32 81 159 46
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 17.1 74.8 20.1 20.9
HCM LOS C F C C
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 5% 5% 1% 28%
Vol Thru, % 83% 92% 84% 56%
Vol Right, % 12% 3% 15% 16%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 255 207 524 266
LT Vol 14 11 3 75
Through Vol 211 190 442 148
RT Vol 30 6 79 43
Lane Flow Rate 274 223 563 286
Geometry Grp 1 1 1 1
Degree of Util (X) 0.566 0.462 1.039 0.588
Departure Headway (Hd) 7.629 7.68 6.64 7.606
Convergence, Y/N Yes Yes Yes Yes
Cap 477 472 552 478
Service Time 5.629 5.68 4.64 5.606
HCM Lane V/C Ratio 0.574 0.472 1.02 0.598
HCM Control Delay, s/veh 20.1 17.1 74.8 20.9
HCM Lane LOS C C F C
HCM 95th-tile Q 3.4 2.4 15.9 3.7
2530
Item 2.
HCM 7th Signalized Intersection Summary
6: Van Buren St & Avenue 52 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 259 7 18 457 173 9 210 32 114 137 75 Future Volume (veh/h) 36 259 7 18 457 173 9 210 32 114 137 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 285 8 20 502 181 10 231 32 125 151 70 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 77 788 22 47 532 192 26 305 42 158 319 148
Arrive On Green 0.04 0.44 0.44 0.03 0.41 0.41 0.01 0.19 0.19 0.09 0.26 0.26 Sat Flow, veh/h 1781 1810 51 1781 1312 473 1781 1608 223 1781 1209 560 Grp Volume(v), veh/h 40 0 293 20 0 683 10 0 263 125 0 221 Grp Sat Flow(s),veh/h/ln1781 0 1861 1781 0 1785 1781 0 1830 1781 0 1769 Q Serve(g_s), s 1.8 0.0 8.9 0.9 0.0 31.0 0.5 0.0 11.4 5.8 0.0 8.8 Cycle Q Clear(g_c), s 1.8 0.0 8.9 0.9 0.0 31.0 0.5 0.0 11.4 5.8 0.0 8.8 Prop In Lane 1.00 0.03 1.00 0.27 1.00 0.12 1.00 0.32
Lane Grp Cap(c), veh/h 77 0 811 47 0 724 26 0 348 158 0 467 V/C Ratio(X) 0.52 0.00 0.36 0.42 0.00 0.94 0.38 0.00 0.76 0.79 0.00 0.47 Avail Cap(c_a), veh/h 424 0 811 424 0 743 424 0 762 424 0 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.4 0.0 15.9 40.3 0.0 24.1 41.0 0.0 32.2 37.6 0.0 26.0 Incr Delay (d2), s/veh 2.0 0.0 0.5 2.2 0.0 20.5 3.3 0.0 7.0 3.3 0.0 1.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 0.0 3.4 0.4 0.0 15.3 0.2 0.0 5.4 2.5 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.4 0.0 16.4 42.5 0.0 44.6 44.3 0.0 39.2 40.9 0.0 27.6 LnGrp LOS D B D D D D D C
Approach Vol, veh/h 333 703 273 346
Approach Delay, s/veh 19.4 44.5 39.4 32.4
Approach LOS B D D C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s12.2 21.8 7.3 42.8 6.0 28.0 9.8 40.3 Change Period (Y+Rc), s 4.7 5.8 5.1 6.2 4.7 5.8 6.2 * 6.2 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 7.8 13.4 2.9 10.9 2.5 10.8 3.8 33.0 Green Ext Time (p_c), s 0.1 2.5 0.0 2.5 0.0 2.2 0.0 1.2 Intersection Summary
HCM 7th Control Delay, s/veh 36.1
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2531
Item 2.
HCM 7th Signalized Intersection Summary
8: Calhoun St & Avenue 50 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 179 17 37 417 145 91 386 159 121 258 64 Future Volume (veh/h) 30 179 17 37 417 145 91 386 159 121 258 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 35 208 15 43 485 143 106 449 152 141 300 60 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 109 959 69 124 750 220 184 679 228 195 788 155 Arrive On Green 0.06 0.29 0.29 0.07 0.28 0.28 0.10 0.26 0.26 0.11 0.27 0.27 Sat Flow, veh/h 1781 3362 241 1781 2707 793 1781 2608 875 1781 2955 583 Grp Volume(v), veh/h 35 109 114 43 317 311 106 305 296 141 179 181 Grp Sat Flow(s),veh/h/ln1781 1777 1826 1781 1777 1723 1781 1777 1707 1781 1777 1762 Q Serve(g_s), s 1.5 3.7 3.7 1.8 12.3 12.5 4.5 12.0 12.2 6.0 6.4 6.6 Cycle Q Clear(g_c), s 1.5 3.7 3.7 1.8 12.3 12.5 4.5 12.0 12.2 6.0 6.4 6.6 Prop In Lane 1.00 0.13 1.00 0.46 1.00 0.51 1.00 0.33
Lane Grp Cap(c), veh/h 109 507 521 124 492 477 184 463 445 195 474 470 V/C Ratio(X) 0.32 0.22 0.22 0.35 0.64 0.65 0.58 0.66 0.67 0.72 0.38 0.39 Avail Cap(c_a), veh/h 454 792 814 454 792 768 454 792 761 454 792 786 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.3 21.4 21.4 34.8 25.0 25.0 33.5 25.9 26.0 33.8 23.5 23.5 Incr Delay (d2), s/veh 0.6 0.4 0.4 0.6 2.4 2.6 1.1 2.7 2.9 1.9 0.9 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 1.5 1.5 0.8 5.0 5.0 1.9 5.0 4.9 2.5 2.6 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.9 21.7 21.7 35.4 27.4 27.6 34.6 28.6 28.9 35.7 24.3 24.4 LnGrp LOS D C C D C C C C C D C C
Approach Vol, veh/h 258 671 707 501
Approach Delay, s/veh 23.7 28.0 29.6 27.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s13.3 26.6 10.2 28.4 12.8 27.1 10.8 27.7 Change Period (Y+Rc), s 4.7 6.2 4.7 6.0 4.7 6.2 6.0 * 6 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 8.0 14.2 3.8 5.7 6.5 8.6 3.5 14.5 Green Ext Time (p_c), s 0.1 5.5 0.0 2.0 0.1 3.3 0.0 5.7 Intersection Summary
HCM 7th Control Delay, s/veh 27.9
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2532
Item 2.
HCM 7th Signalized Intersection Summary
9: Van Buren St & Avenue 50 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 332 99 97 389 149 86 395 57 73 280 65 Future Volume (veh/h) 59 332 99 97 389 149 86 395 57 73 280 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 400 114 117 469 153 104 476 35 88 337 64 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 123 1031 291 171 1068 346 168 756 55 163 415 350 Arrive On Green 0.07 0.38 0.38 0.10 0.40 0.40 0.09 0.23 0.23 0.09 0.22 0.22 Sat Flow, veh/h 1781 2732 770 1781 2639 855 1781 3357 246 1781 1870 1574 Grp Volume(v), veh/h 71 259 255 117 315 307 104 251 260 88 337 64 Grp Sat Flow(s),veh/h/ln1781 1777 1726 1781 1777 1717 1781 1777 1826 1781 1870 1574 Q Serve(g_s), s 3.9 10.6 10.8 6.4 12.8 13.0 5.6 12.8 12.8 4.7 17.1 3.3 Cycle Q Clear(g_c), s 3.9 10.6 10.8 6.4 12.8 13.0 5.6 12.8 12.8 4.7 17.1 3.3 Prop In Lane 1.00 0.45 1.00 0.50 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 123 671 651 171 719 695 168 400 411 163 415 350 V/C Ratio(X) 0.58 0.39 0.39 0.68 0.44 0.44 0.62 0.63 0.63 0.54 0.81 0.18 Avail Cap(c_a), veh/h 164 671 651 182 719 695 182 521 535 182 548 461 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 22.7 22.8 43.7 21.5 21.6 43.5 35.0 35.0 43.4 36.9 31.5 Incr Delay (d2), s/veh 1.5 1.6 1.7 7.4 1.9 2.0 3.6 3.4 3.4 1.0 9.8 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 4.4 4.4 3.1 5.4 5.3 2.6 5.6 5.8 2.1 8.5 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.7 24.3 24.4 51.2 23.5 23.6 47.2 38.4 38.4 44.5 46.7 32.1 LnGrp LOS D C C D C C D D D D D C
Approach Vol, veh/h 585 739 615 489
Approach Delay, s/veh 27.1 27.9 39.9 44.4
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s13.8 28.3 14.3 43.5 14.1 28.0 11.6 46.3 Change Period (Y+Rc), s 4.7 5.8 4.7 5.8 4.7 5.8 4.7 5.8 Max Green Setting (Gmax), s 10.2 29.3 10.2 29.3 10.2 29.3 9.2 30.3 Max Q Clear Time (g_c+I1), s 6.7 14.8 8.4 12.8 7.6 19.1 5.9 15.0 Green Ext Time (p_c), s 0.0 4.2 0.0 3.6 0.0 2.6 0.0 4.4 Intersection Summary
HCM 7th Control Delay, s/veh 34.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 2533
Item 2.
HCM 7th Signalized Intersection Summary
10: Calhoun St & Avenue 48 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 431 97 32 738 87 236 466 81 68 202 81 Future Volume (veh/h) 65 431 97 32 738 87 236 466 81 68 202 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 484 89 36 829 90 265 524 80 76 227 51 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 93 2315 416 52 2380 257 282 673 102 97 329 72 Arrive On Green 0.05 0.53 0.53 0.03 0.51 0.51 0.16 0.22 0.22 0.05 0.11 0.11 Sat Flow, veh/h 1781 4349 782 1781 4677 505 1781 3089 470 1781 2892 637 Grp Volume(v), veh/h 73 376 197 36 602 317 265 301 303 76 138 140 Grp Sat Flow(s),veh/h/ln1781 1702 1727 1781 1702 1778 1781 1777 1782 1781 1777 1752 Q Serve(g_s), s 4.9 7.0 7.2 2.4 12.7 12.8 17.7 19.1 19.3 5.1 8.9 9.3 Cycle Q Clear(g_c), s 4.9 7.0 7.2 2.4 12.7 12.8 17.7 19.1 19.3 5.1 8.9 9.3 Prop In Lane 1.00 0.45 1.00 0.28 1.00 0.26 1.00 0.36
Lane Grp Cap(c), veh/h 93 1812 919 52 1733 905 282 387 388 97 202 199 V/C Ratio(X) 0.78 0.21 0.21 0.69 0.35 0.35 0.94 0.78 0.78 0.79 0.68 0.70 Avail Cap(c_a), veh/h 282 1812 919 282 1733 905 282 459 460 282 459 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.2 14.8 14.8 57.7 17.6 17.6 49.9 44.2 44.2 56.1 51.1 51.2 Incr Delay (d2), s/veh 5.3 0.3 0.5 6.0 0.6 1.1 37.2 5.6 5.9 5.2 1.5 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 2.6 2.8 1.1 4.7 5.1 10.5 8.7 8.9 2.4 4.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.5 15.0 15.3 63.8 18.1 18.7 87.2 49.8 50.1 61.3 52.6 52.9 LnGrp LOS E B B E B B F D D E D D
Approach Vol, veh/h 646 955 869 354
Approach Delay, s/veh 20.4 20.0 61.3 54.6
Approach LOS C C E D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s8.5 68.9 24.0 18.6 11.3 66.1 11.5 31.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 31.0 19.0 31.0 19.0 31.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 4.4 9.2 19.7 11.3 6.9 14.8 7.1 21.3 Green Ext Time (p_c), s 0.0 0.5 0.0 0.2 0.0 0.8 0.0 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 37.1
HCM 7th LOS D
2534
Item 2.
HCM 7th Signalized Intersection Summary
11: Van Buren St & Avenue 48 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 352 175 90 374 74 239 413 302 82 184 189 Future Volume (veh/h) 106 352 175 90 374 74 239 413 302 82 184 189 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 116 387 56 99 411 22 263 454 258 90 202 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 202 494 414 194 924 408 313 568 320 189 358 299 Arrive On Green 0.11 0.26 0.26 0.11 0.26 0.26 0.18 0.26 0.26 0.11 0.19 0.19 Sat Flow, veh/h 1781 1870 1567 1781 3554 1567 1781 2180 1229 1781 1870 1560 Grp Volume(v), veh/h 116 387 56 99 411 22 263 369 343 90 202 43 Grp Sat Flow(s),veh/h/ln1781 1870 1567 1781 1777 1567 1781 1777 1632 1781 1870 1560 Q Serve(g_s), s 5.1 15.7 2.2 4.3 7.9 0.9 11.7 15.9 16.1 3.9 8.0 1.9 Cycle Q Clear(g_c), s 5.1 15.7 2.2 4.3 7.9 0.9 11.7 15.9 16.1 3.9 8.0 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.75 1.00 1.00
Lane Grp Cap(c), veh/h 202 494 414 194 924 408 313 463 425 189 358 299 V/C Ratio(X) 0.58 0.78 0.14 0.51 0.44 0.05 0.84 0.80 0.81 0.48 0.56 0.14 Avail Cap(c_a), veh/h 434 912 764 434 1733 764 869 542 498 869 570 476 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.5 28.0 23.0 34.5 25.4 22.8 32.7 28.3 28.4 34.5 30.1 27.6 Incr Delay (d2), s/veh 2.6 2.8 0.1 2.1 0.3 0.1 6.1 7.1 8.2 1.8 1.4 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 6.7 0.8 1.8 3.1 0.3 5.2 7.1 6.7 1.7 3.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.1 30.8 23.2 36.5 25.7 22.8 38.8 35.4 36.5 36.3 31.5 27.8 LnGrp LOS D C C D C C D D D D C C
Approach Vol, veh/h 559 532 975 335
Approach Delay, s/veh 31.3 27.6 36.7 32.3
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.0 27.7 19.4 21.0 14.3 27.3 13.7 26.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.3 5.0 6.0 5.0 5.3 Max Green Setting (Gmax), s 20.0 40.0 40.0 25.0 20.0 40.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 6.3 17.7 13.7 10.0 7.1 9.9 5.9 18.1 Green Ext Time (p_c), s 0.2 2.2 0.7 0.9 0.2 2.5 0.2 2.3 Intersection Summary
HCM 7th Control Delay, s/veh 32.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 2535
Item 2.
HCM 7th Signalized Intersection Summary
12: Dillon Rd/Driveway & Avenue 48 The Ranch at Coachella Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 199 517 149 204 0 298 11 127 5 14 25 Future Volume (veh/h) 25 199 517 149 204 0 298 11 127 5 14 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 28 224 228 167 229 0 335 41 31 6 16 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 33 563 442 208 914 0 439 654 554 8 569 232
Arrive On Green 0.02 0.16 0.16 0.12 0.26 0.00 0.12 0.35 0.35 0.00 0.23 0.23 Sat Flow, veh/h 1781 3554 1555 1781 3647 0 3563 1870 1585 1781 2461 1005 Grp Volume(v), veh/h 28 224 228 167 229 0 335 41 31 6 11 12 Grp Sat Flow(s),veh/h/ln1781 1777 1555 1781 1777 0 1781 1870 1585 1781 1777 1689 Q Serve(g_s), s 1.0 3.6 7.8 5.7 3.2 0.0 5.7 0.9 0.8 0.2 0.3 0.3 Cycle Q Clear(g_c), s 1.0 3.6 7.8 5.7 3.2 0.0 5.7 0.9 0.8 0.2 0.3 0.3 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.59
Lane Grp Cap(c), veh/h 33 563 442 208 914 0 439 654 554 8 410 390 V/C Ratio(X) 0.85 0.40 0.52 0.80 0.25 0.00 0.76 0.06 0.06 0.71 0.03 0.03 Avail Cap(c_a), veh/h 906 2879 1455 906 2879 0 1415 654 554 425 410 390 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.8 23.8 19.0 27.1 18.6 0.0 26.7 13.6 13.6 31.3 18.7 18.7 Incr Delay (d2), s/veh 19.5 0.2 0.3 2.7 0.1 0.0 1.0 0.2 0.2 72.3 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 1.4 2.6 2.4 1.2 0.0 2.4 0.4 0.3 0.3 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 24.0 19.4 29.8 18.6 0.0 27.7 13.8 13.8 103.6 18.9 18.9 LnGrp LOS D C B C B C B B F B B
Approach Vol, veh/h 480 396 407 29
Approach Delay, s/veh 23.3 23.3 25.3 36.4
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s13.0 16.4 13.0 20.6 6.8 22.6 5.5 28.1 Change Period (Y+Rc), s 5.6 6.4 5.2 6.1 5.6 6.4 5.2 6.1 Max Green Setting (Gmax), s 32.0 51.0 25.0 12.0 32.0 51.0 15.0 22.0 Max Q Clear Time (g_c+I1), s 7.7 9.8 7.7 2.3 3.0 5.2 2.2 2.9 Green Ext Time (p_c), s 0.0 0.2 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 24.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 2536
Item 2.
HCM 7th Signalized Intersection Summary
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 533 61 114 314 0 0 0 0 117 0 155 Future Volume (veh/h) 0 533 61 114 314 0 0 0 0 117 0 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 599 65 128 353 0 131 0 25
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 919 100 165 1344 0 178 0 158
Arrive On Green 0.00 0.55 0.55 0.09 0.72 0.00 0.10 0.00 0.10 Sat Flow, veh/h 0 1658 180 1781 1870 0 1781 0 1585
Grp Volume(v), veh/h 0 0 664 128 353 0 131 0 25
Grp Sat Flow(s),veh/h/ln 0 0 1838 1781 1870 0 1781 0 1585 Q Serve(g_s), s 0.0 0.0 16.4 4.6 4.3 0.0 4.6 0.0 0.9
Cycle Q Clear(g_c), s 0.0 0.0 16.4 4.6 4.3 0.0 4.6 0.0 0.9 Prop In Lane 0.00 0.10 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 0 1018 165 1344 0 178 0 158
V/C Ratio(X) 0.00 0.00 0.65 0.78 0.26 0.00 0.74 0.00 0.16 Avail Cap(c_a), veh/h 0 0 1018 493 1344 0 384 0 341
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.97 0.97 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 10.1 28.8 3.2 0.0 28.4 0.0 26.8 Incr Delay (d2), s/veh 0.0 0.0 3.2 2.9 0.5 0.0 2.2 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 5.1 1.8 0.6 0.0 2.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 13.4 31.7 3.6 0.0 30.7 0.0 26.9 LnGrp LOS B C A C C
Approach Vol, veh/h 664 481 156
Approach Delay, s/veh 13.4 11.1 30.1
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s10.7 42.0 12.3 52.7
Change Period (Y+Rc), s 4.7 6.0 5.8 6.0
Max Green Setting (Gmax), s 18.0 16.2 14.0 39.2
Max Q Clear Time (g_c+I1), s 6.6 18.4 6.6 6.3
Green Ext Time (p_c), s 0.1 0.0 0.2 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 14.5
HCM 7th LOS B
2537
Item 2.
HCM 7th Signalized Intersection Summary
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 327 322 0 0 310 137 125 2 144 0 0 0 Future Volume (veh/h) 327 322 0 0 310 137 125 2 144 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 355 350 0 0 337 50 136 2 87
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 559 1226 0 0 886 395 168 2 107
Arrive On Green 0.31 0.66 0.00 0.00 0.25 0.25 0.16 0.16 0.16 Sat Flow, veh/h 1781 1870 0 0 3647 1585 1028 15 658
Grp Volume(v), veh/h 355 350 0 0 337 50 225 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1777 1585 1701 0 0 Q Serve(g_s), s 11.1 5.2 0.0 0.0 5.1 1.6 8.3 0.0 0.0
Cycle Q Clear(g_c), s 11.1 5.2 0.0 0.0 5.1 1.6 8.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 0.60 0.39
Lane Grp Cap(c), veh/h 559 1226 0 0 886 395 277 0 0
V/C Ratio(X) 0.63 0.29 0.00 0.00 0.38 0.13 0.81 0.00 0.00 Avail Cap(c_a), veh/h 559 1226 0 0 886 395 471 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.1 4.7 0.0 0.0 20.2 18.9 26.2 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.4 0.0 0.0 1.2 0.7 2.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 1.1 0.0 0.0 1.9 0.6 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.2 5.1 0.0 0.0 21.5 19.6 28.4 0.0 0.0 LnGrp LOS C A C B C
Approach Vol, veh/h 705 387 225
Approach Delay, s/veh 12.7 21.2 28.4
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 48.6 26.4 22.2 16.4
Change Period (Y+Rc), s 6.0 6.0 * 6 5.8
Max Green Setting (Gmax), s 35.2 14.0 * 16 18.0
Max Q Clear Time (g_c+I1), s 7.2 13.1 7.1 10.3
Green Ext Time (p_c), s 1.0 0.1 0.9 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 17.9
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2538
Item 2.
HCM 7th TWSC
32: Avenue 48 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 10
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 1
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.93
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.319
Pot Cap-1 Maneuver 0 - - 0 0 1084
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - ---- 1084
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBT WBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Ctrl Dly (s/v) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
2539
Item 2.
HCM 7th TWSC
41: Avenue 48 The Ranch at Coachella
Existing (2025) AM Peak Hour Synchro 12 Report
Fehr & Peers Page 11
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 1 1
Stage 1 - - - - 1 -
Stage 2 - - - - 0 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1622 - - 0 1022 1083
Stage 1 - - - 0 1022 -
Stage 2 - - - 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1622 - - - 1022 1083
Mov Cap-2 Maneuver - - - - 933 -
Stage 1 - - - - 1022 -
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h) 1622 - - -
HCM Lane V/C Ratio ----
HCM Ctrl Dly (s/v) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) 0 - - -
2540
Item 2.
HCM 7th AWSC
3: Calhoun St & Avenue 52 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 1
Intersection
Intersection Delay, s/veh 71.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 436 6 6 296 61 11 118 13 111 127 20 Future Vol, veh/h 29 436 6 6 296 61 11 118 13 111 127 20 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 36 538 7 7 365 75 14 146 16 137 157 25
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 127.9 48 18.6 28.9
HCM LOS F E C D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 8% 6% 2% 43%
Vol Thru, % 83% 93% 82% 49%
Vol Right, % 9% 1% 17% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 142 471 363 258
LT Vol 11 29 6 111
Through Vol 118 436 296 127
RT Vol 13 6 61 20
Lane Flow Rate 175 581 448 319
Geometry Grp 1 1 1 1
Degree of Util (X) 0.418 1.187 0.897 0.698
Departure Headway (Hd) 9.171 7.348 7.718 8.48
Convergence, Y/N Yes Yes Yes Yes
Cap 394 500 475 430
Service Time 7.171 5.36 5.718 6.48
HCM Lane V/C Ratio 0.444 1.162 0.943 0.742
HCM Control Delay, s/veh 18.6 127.9 48 28.9
HCM Lane LOS C F E D
HCM 95th-tile Q 2 21.5 9.9 5.2
2541
Item 2.
HCM 7th Signalized Intersection Summary
6: Van Buren St & Avenue 52 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 512 4 14 325 105 10 187 29 156 140 13 Future Volume (veh/h) 30 512 4 14 325 105 10 187 29 156 140 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 539 4 15 342 104 11 197 27 164 147 12 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 90 665 5 39 432 131 30 286 39 207 473 39
Arrive On Green 0.05 0.36 0.36 0.02 0.31 0.31 0.02 0.18 0.18 0.12 0.28 0.28 Sat Flow, veh/h 1781 1854 14 1781 1376 419 1781 1610 221 1781 1706 139 Grp Volume(v), veh/h 32 0 543 15 0 446 11 0 224 164 0 159 Grp Sat Flow(s),veh/h/ln1781 0 1868 1781 0 1795 1781 0 1831 1781 0 1845 Q Serve(g_s), s 1.2 0.0 17.6 0.6 0.0 15.2 0.4 0.0 7.7 6.0 0.0 4.6 Cycle Q Clear(g_c), s 1.2 0.0 17.6 0.6 0.0 15.2 0.4 0.0 7.7 6.0 0.0 4.6 Prop In Lane 1.00 0.01 1.00 0.23 1.00 0.12 1.00 0.08
Lane Grp Cap(c), veh/h 90 0 670 39 0 563 30 0 326 207 0 512 V/C Ratio(X) 0.36 0.00 0.81 0.39 0.00 0.79 0.37 0.00 0.69 0.79 0.00 0.31 Avail Cap(c_a), veh/h 532 0 977 532 0 939 532 0 957 532 0 965 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.7 0.0 19.4 32.3 0.0 21.0 32.6 0.0 25.8 28.8 0.0 19.1 Incr Delay (d2), s/veh 0.9 0.0 4.8 2.3 0.0 4.3 2.9 0.0 5.4 2.6 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 7.1 0.2 0.0 6.0 0.2 0.0 3.5 2.5 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.6 0.0 24.2 34.6 0.0 25.3 35.4 0.0 31.2 31.4 0.0 19.9 LnGrp LOS C C C C D C C B
Approach Vol, veh/h 575 461 235 323
Approach Delay, s/veh 24.6 25.6 31.4 25.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s12.5 17.7 6.6 30.2 5.8 24.4 9.6 27.2 Change Period (Y+Rc), s 4.7 5.8 5.1 6.2 4.7 5.8 6.2 * 6.2 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 8.0 9.7 2.6 19.6 2.4 6.6 3.2 17.2 Green Ext Time (p_c), s 0.2 2.2 0.0 4.4 0.0 1.5 0.0 3.8 Intersection Summary
HCM 7th Control Delay, s/veh 26.1
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2542
Item 2.
HCM 7th Signalized Intersection Summary
8: Calhoun St & Avenue 50 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 385 32 18 279 126 43 249 80 182 272 45 Future Volume (veh/h) 45 385 32 18 279 126 43 249 80 182 272 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 433 33 21 313 100 48 280 66 204 306 42 Peak Hour Factor 0.89 0.89 0.89 0.86 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 149 960 73 78 603 189 144 548 127 252 793 108 Arrive On Green 0.08 0.29 0.29 0.04 0.23 0.23 0.08 0.19 0.19 0.14 0.25 0.25 Sat Flow, veh/h 1781 3346 254 1781 2657 833 1781 2859 662 1781 3141 427 Grp Volume(v), veh/h 51 229 237 21 207 206 48 172 174 204 172 176 Grp Sat Flow(s),veh/h/ln1781 1777 1823 1781 1777 1714 1781 1777 1745 1781 1777 1791 Q Serve(g_s), s 1.7 6.8 6.8 0.7 6.6 6.8 1.6 5.6 5.7 7.1 5.1 5.2 Cycle Q Clear(g_c), s 1.7 6.8 6.8 0.7 6.6 6.8 1.6 5.6 5.7 7.1 5.1 5.2 Prop In Lane 1.00 0.14 1.00 0.49 1.00 0.38 1.00 0.24
Lane Grp Cap(c), veh/h 149 510 523 78 403 389 144 341 335 252 449 452 V/C Ratio(X) 0.34 0.45 0.45 0.27 0.51 0.53 0.33 0.51 0.52 0.81 0.38 0.39 Avail Cap(c_a), veh/h 554 968 993 554 968 933 554 968 950 554 968 975 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 18.8 18.8 29.7 21.7 21.8 27.9 23.2 23.3 26.8 19.9 19.9 Incr Delay (d2), s/veh 0.5 1.1 1.0 0.7 1.7 1.9 0.5 2.0 2.1 2.4 0.9 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 2.6 2.7 0.3 2.6 2.6 0.7 2.3 2.3 2.9 2.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.3 19.8 19.8 30.4 23.5 23.7 28.4 25.2 25.5 29.1 20.8 20.9 LnGrp LOS C B B C C C C C C C C C
Approach Vol, veh/h 517 434 394 552
Approach Delay, s/veh 20.7 23.9 25.7 23.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s13.8 18.5 7.5 24.5 9.9 22.4 11.4 20.6 Change Period (Y+Rc), s 4.7 6.2 4.7 6.0 4.7 6.2 6.0 * 6 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 9.1 7.7 2.7 8.8 3.6 7.2 3.7 8.8 Green Ext Time (p_c), s 0.2 3.2 0.0 4.5 0.0 3.2 0.0 3.9 Intersection Summary
HCM 7th Control Delay, s/veh 23.4
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2543
Item 2.
HCM 7th Signalized Intersection Summary
9: Van Buren St & Avenue 50 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 479 68 56 342 95 53 250 58 144 370 52 Future Volume (veh/h) 83 479 68 56 342 95 53 250 58 144 370 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 510 62 60 364 79 56 266 42 153 394 16 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 130 1224 148 144 1140 245 141 687 107 182 460 388 Arrive On Green 0.07 0.38 0.38 0.08 0.39 0.39 0.08 0.22 0.22 0.10 0.25 0.25 Sat Flow, veh/h 1781 3188 386 1781 2910 625 1781 3080 480 1781 1870 1575 Grp Volume(v), veh/h 88 283 289 60 221 222 56 152 156 153 394 16 Grp Sat Flow(s),veh/h/ln1781 1777 1798 1781 1777 1758 1781 1777 1784 1781 1870 1575 Q Serve(g_s), s 4.8 11.7 11.8 3.2 8.6 8.8 3.0 7.3 7.4 8.4 20.1 0.8 Cycle Q Clear(g_c), s 4.8 11.7 11.8 3.2 8.6 8.8 3.0 7.3 7.4 8.4 20.1 0.8 Prop In Lane 1.00 0.21 1.00 0.36 1.00 0.27 1.00 1.00
Lane Grp Cap(c), veh/h 130 682 690 144 696 689 141 396 398 182 460 388 V/C Ratio(X) 0.68 0.42 0.42 0.42 0.32 0.32 0.40 0.38 0.39 0.84 0.86 0.04 Avail Cap(c_a), veh/h 164 682 690 182 696 689 182 521 523 182 548 462 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.2 22.6 22.6 43.7 21.1 21.2 43.8 33.0 33.1 44.1 36.0 28.7 Incr Delay (d2), s/veh 3.6 1.6 1.6 0.7 1.2 1.2 0.7 1.3 1.3 27.1 13.4 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 4.9 5.0 1.4 3.6 3.7 1.3 3.1 3.2 4.9 10.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.8 24.2 24.2 44.4 22.3 22.4 44.5 34.3 34.4 71.2 49.4 28.8 LnGrp LOS D C C D C C D C C E D C
Approach Vol, veh/h 660 503 364 563
Approach Delay, s/veh 27.5 25.0 35.9 54.8
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.9 28.1 12.8 44.2 12.6 30.4 12.0 45.0 Change Period (Y+Rc), s 4.7 5.8 4.7 5.8 4.7 5.8 4.7 5.8 Max Green Setting (Gmax), s 10.2 29.3 10.2 29.3 10.2 29.3 9.2 30.3 Max Q Clear Time (g_c+I1), s 10.4 9.4 5.2 13.8 5.0 22.1 6.8 10.8 Green Ext Time (p_c), s 0.0 2.8 0.0 3.9 0.0 2.2 0.0 3.3 Intersection Summary
HCM 7th Control Delay, s/veh 35.7
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2544
Item 2.
HCM 7th Signalized Intersection Summary
10: Calhoun St & Avenue 48 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 68 745 248 51 574 59 130 252 35 99 412 95 Future Volume (veh/h) 68 745 248 51 574 59 130 252 35 99 412 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 776 225 53 598 55 135 262 27 103 429 81 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 91 2101 603 68 2481 226 161 618 63 127 510 96 Arrive On Green 0.05 0.53 0.53 0.04 0.52 0.52 0.09 0.19 0.19 0.07 0.17 0.17 Sat Flow, veh/h 1781 3937 1131 1781 4761 434 1781 3252 332 1781 2985 559 Grp Volume(v), veh/h 71 670 331 53 426 227 135 142 147 103 254 256 Grp Sat Flow(s),veh/h/ln1781 1702 1663 1781 1702 1791 1781 1777 1807 1781 1777 1767 Q Serve(g_s), s 4.7 13.7 13.9 3.5 8.2 8.3 9.0 8.4 8.6 6.8 16.6 16.8 Cycle Q Clear(g_c), s 4.7 13.7 13.9 3.5 8.2 8.3 9.0 8.4 8.6 6.8 16.6 16.8 Prop In Lane 1.00 0.68 1.00 0.24 1.00 0.18 1.00 0.32
Lane Grp Cap(c), veh/h 91 1816 887 68 1774 933 161 337 343 127 304 302 V/C Ratio(X) 0.78 0.37 0.37 0.77 0.24 0.24 0.84 0.42 0.43 0.81 0.84 0.85 Avail Cap(c_a), veh/h 282 1816 887 282 1774 933 282 459 467 282 459 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.3 16.2 16.3 57.2 15.7 15.8 53.7 42.8 42.9 54.9 48.1 48.2 Incr Delay (d2), s/veh 5.4 0.6 1.2 6.8 0.3 0.6 4.4 0.3 0.3 4.6 5.1 5.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 5.0 5.2 1.7 3.0 3.3 4.1 3.7 3.8 3.2 7.6 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.6 16.8 17.5 64.0 16.1 16.4 58.1 43.1 43.2 59.5 53.2 54.1 LnGrp LOS E B B E B B E D D E D D
Approach Vol, veh/h 1072 706 424 613
Approach Delay, s/veh 20.0 19.8 47.9 54.6
Approach LOS C B D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s9.6 69.0 15.8 25.5 11.1 67.5 13.6 27.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 31.0 19.0 31.0 19.0 31.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 5.5 15.9 11.0 18.8 6.7 10.3 8.8 10.6 Green Ext Time (p_c), s 0.0 0.9 0.0 0.3 0.0 0.5 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 31.7
HCM 7th LOS C
2545
Item 2.
HCM 7th Signalized Intersection Summary
11: Van Buren St & Avenue 48 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 420 371 213 424 61 186 270 163 65 370 75 Future Volume (veh/h) 45 420 371 213 424 61 186 270 163 65 370 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 442 155 224 446 24 196 284 121 68 389 19 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 129 524 439 259 1253 554 235 682 283 150 434 363 Arrive On Green 0.07 0.28 0.28 0.15 0.35 0.35 0.13 0.28 0.28 0.08 0.23 0.23 Sat Flow, veh/h 1781 1870 1568 1781 3554 1572 1781 2440 1012 1781 1870 1565 Grp Volume(v), veh/h 47 442 155 224 446 24 196 205 200 68 389 19 Grp Sat Flow(s),veh/h/ln1781 1870 1568 1781 1777 1572 1781 1777 1675 1781 1870 1565 Q Serve(g_s), s 2.5 22.5 8.0 12.4 9.4 1.0 10.8 9.5 9.9 3.7 20.4 1.0 Cycle Q Clear(g_c), s 2.5 22.5 8.0 12.4 9.4 1.0 10.8 9.5 9.9 3.7 20.4 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.60 1.00 1.00
Lane Grp Cap(c), veh/h 129 524 439 259 1253 554 235 497 468 150 434 363 V/C Ratio(X) 0.36 0.84 0.35 0.87 0.36 0.04 0.84 0.41 0.43 0.45 0.90 0.05 Avail Cap(c_a), veh/h 353 741 621 353 1408 623 706 497 468 706 463 387 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 34.3 29.1 42.2 24.2 21.5 42.8 29.6 29.8 44.0 37.6 30.1 Incr Delay (d2), s/veh 1.7 6.3 0.5 15.3 0.2 0.0 7.6 0.5 0.6 2.1 19.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 10.4 2.9 6.3 3.7 0.4 5.1 3.9 3.9 1.7 11.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.3 40.6 29.5 57.5 24.4 21.5 50.4 30.2 30.4 46.1 56.6 30.2 LnGrp LOS D D C E C C D C C D E C
Approach Vol, veh/h 644 694 601 476
Approach Delay, s/veh 38.3 35.0 36.8 54.0
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s19.7 34.3 18.3 28.7 12.3 41.6 13.5 33.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.3 5.0 6.0 5.0 5.3 Max Green Setting (Gmax), s 20.0 40.0 40.0 25.0 20.0 40.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 14.4 24.5 12.8 22.4 4.5 11.4 5.7 11.9 Green Ext Time (p_c), s 0.3 2.6 0.5 0.6 0.1 2.7 0.2 1.8 Intersection Summary
HCM 7th Control Delay, s/veh 40.1
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2546
Item 2.
HCM 7th Signalized Intersection Summary
12: Dillon Rd/Driveway & Avenue 48 The Ranch at Coachella Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 247 374 148 229 2 472 6 289 2 9 23 Future Volume (veh/h) 13 247 374 148 229 2 472 6 289 2 9 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 252 149 151 234 2 482 0 116 2 9 6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 17 408 441 191 767 7 592 0 1195 3 454 272
Arrive On Green 0.01 0.11 0.11 0.11 0.21 0.21 0.17 0.00 0.38 0.00 0.21 0.21 Sat Flow, veh/h 1781 3554 1551 1781 3610 31 3563 0 3170 1781 2135 1282 Grp Volume(v), veh/h 13 252 149 151 115 121 482 0 116 2 7 8 Grp Sat Flow(s),veh/h/ln1781 1777 1551 1781 1777 1864 1781 0 1585 1781 1777 1640 Q Serve(g_s), s 0.4 3.9 4.5 4.8 3.2 3.2 7.6 0.0 1.4 0.1 0.2 0.2 Cycle Q Clear(g_c), s 0.4 3.9 4.5 4.8 3.2 3.2 7.6 0.0 1.4 0.1 0.2 0.2 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 0.78
Lane Grp Cap(c), veh/h 17 408 441 191 378 396 592 0 1195 3 378 348 V/C Ratio(X) 0.75 0.62 0.34 0.79 0.30 0.31 0.81 0.00 0.10 0.66 0.02 0.02 Avail Cap(c_a), veh/h 977 3105 1618 977 1553 1629 1526 0 1195 458 378 348 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 24.6 16.7 25.4 19.4 19.4 23.5 0.0 11.8 29.1 18.2 18.2 Incr Delay (d2), s/veh 20.7 0.6 0.2 2.7 0.2 0.2 1.1 0.0 0.2 131.2 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 1.5 1.5 2.0 1.2 1.2 3.0 0.0 0.5 0.1 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.5 25.2 16.9 28.2 19.5 19.5 24.5 0.0 11.9 160.4 18.3 18.3 LnGrp LOS D C B C B B C B F B B
Approach Vol, veh/h 414 387 598 17
Approach Delay, s/veh 22.9 22.9 22.1 35.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s11.9 13.1 14.9 18.5 6.2 18.8 5.3 28.1 Change Period (Y+Rc), s 5.6 6.4 5.2 6.1 5.6 6.4 5.2 6.1 Max Green Setting (Gmax), s 32.0 51.0 25.0 12.0 32.0 51.0 15.0 22.0 Max Q Clear Time (g_c+I1), s 6.8 6.5 9.6 2.2 2.4 5.2 2.1 3.4 Green Ext Time (p_c), s 0.0 0.2 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 22.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 2547
Item 2.
HCM 7th Signalized Intersection Summary
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 406 110 173 349 0 0 0 0 137 5 311 Future Volume (veh/h) 0 406 110 173 349 0 0 0 0 137 5 311 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 427 104 182 367 0 144 5 49
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 735 179 226 1319 0 195 7 179
Arrive On Green 0.00 0.51 0.51 0.13 0.71 0.00 0.11 0.11 0.11 Sat Flow, veh/h 0 1453 354 1781 1870 0 1724 60 1585
Grp Volume(v), veh/h 0 0 531 182 367 0 149 0 49
Grp Sat Flow(s),veh/h/ln 0 0 1807 1781 1870 0 1784 0 1585 Q Serve(g_s), s 0.0 0.0 13.4 6.5 4.7 0.0 5.3 0.0 1.8
Cycle Q Clear(g_c), s 0.0 0.0 13.4 6.5 4.7 0.0 5.3 0.0 1.8 Prop In Lane 0.00 0.20 1.00 0.00 0.97 1.00
Lane Grp Cap(c), veh/h 0 0 914 226 1319 0 202 0 179
V/C Ratio(X) 0.00 0.00 0.58 0.80 0.28 0.00 0.74 0.00 0.27 Avail Cap(c_a), veh/h 0 0 914 438 1319 0 384 0 341
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 0.95 0.95 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 11.2 27.6 3.5 0.0 27.9 0.0 26.4 Incr Delay (d2), s/veh 0.0 0.0 2.7 2.4 0.5 0.0 2.0 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 4.4 2.5 0.8 0.0 2.2 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 13.9 30.0 4.0 0.0 29.9 0.0 26.7 LnGrp LOS B C A C C
Approach Vol, veh/h 531 549 198
Approach Delay, s/veh 13.9 12.6 29.1
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s13.0 38.9 13.1 51.9
Change Period (Y+Rc), s 4.7 6.0 5.8 6.0
Max Green Setting (Gmax), s 16.0 18.2 14.0 39.2
Max Q Clear Time (g_c+I1), s 8.5 15.4 7.3 6.7
Green Ext Time (p_c), s 0.1 0.6 0.3 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 15.7
HCM 7th LOS B
2548
Item 2.
HCM 7th Signalized Intersection Summary
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 375 0 0 444 233 79 2 161 0 0 0 Future Volume (veh/h) 174 375 0 0 444 233 79 2 161 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 408 0 0 483 104 86 2 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 494 1330 0 0 1214 541 110 3 70
Arrive On Green 0.28 0.71 0.00 0.00 0.34 0.34 0.11 0.11 0.11 Sat Flow, veh/h 1781 1870 0 0 3647 1585 1023 24 654
Grp Volume(v), veh/h 189 408 0 0 483 104 143 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1777 1585 1701 0 0 Q Serve(g_s), s 5.6 5.2 0.0 0.0 6.7 3.0 5.3 0.0 0.0
Cycle Q Clear(g_c), s 5.6 5.2 0.0 0.0 6.7 3.0 5.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 0.60 0.38
Lane Grp Cap(c), veh/h 494 1330 0 0 1214 541 183 0 0
V/C Ratio(X) 0.38 0.31 0.00 0.00 0.40 0.19 0.78 0.00 0.00 Avail Cap(c_a), veh/h 494 1330 0 0 1214 541 366 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.0 3.5 0.0 0.0 16.3 15.1 28.3 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.0 0.0 1.0 0.8 2.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.8 0.0 0.0 2.4 1.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.1 3.9 0.0 0.0 17.3 15.9 31.0 0.0 0.0 LnGrp LOS B A B B C
Approach Vol, veh/h 597 587 143
Approach Delay, s/veh 8.7 17.0 31.0
Approach LOS A B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 52.2 24.0 28.2 12.8
Change Period (Y+Rc), s 6.0 6.0 * 6 5.8
Max Green Setting (Gmax), s 39.2 12.0 * 22 14.0
Max Q Clear Time (g_c+I1), s 7.2 7.6 8.7 7.3
Green Ext Time (p_c), s 1.2 0.1 1.6 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 14.8
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2549
Item 2.
HCM 7th TWSC
32: Avenue 48 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 10
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 1
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.93
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.319
Pot Cap-1 Maneuver 0 - - 0 0 1084
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - ---- 1084
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBT WBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Ctrl Dly (s/v) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
2550
Item 2.
HCM 7th TWSC
41: Avenue 48 The Ranch at Coachella
Existing (2025) PM Peak Hour Synchro 12 Report
Fehr & Peers Page 11
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 1 1
Stage 1 - - - - 1 -
Stage 2 - - - - 0 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1622 - - 0 1022 1083
Stage 1 - - - 0 1022 -
Stage 2 - - - 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1622 - - - 1022 1083
Mov Cap-2 Maneuver - - - - 933 -
Stage 1 - - - - 1022 -
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h) 1622 - - -
HCM Lane V/C Ratio ----
HCM Ctrl Dly (s/v) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) 0 - - -
2551
Item 2.
HCM 7th TWSC
1: Calhoun St & Driveway 1 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 1
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 3 281 1 25 174
Future Vol, veh/h 1 3 281 1 25 174
Conflicting Peds, #/hr 0 3 0 3 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 3 305 1 27 189
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 552 159 0 0 310 0
Stage 1 309 -----
Stage 2 243 -----
Critical Hdwy 6.63 6.93 - - 4.13 -
Critical Hdwy Stg 1 5.83 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.519 3.319 - - 2.219 -
Pot Cap-1 Maneuver 479 858 - - 1249 -
Stage 1 719 -----
Stage 2 796 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 466 853 - - 1246 -
Mov Cap-2 Maneuver 466 -----
Stage 1 717 -----
Stage 2 777 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 10.13 0 1
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 706 226 -
HCM Lane V/C Ratio - - 0.006 0.022 -
HCM Ctrl Dly (s/v) - - 10.1 8 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0 0.1 -
2552
Item 2.
HCM 7th TWSC
2: Calhoun St & Driveway 2 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 2
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 5 284 0 0 199
Future Vol, veh/h 0 5 284 0 0 199
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 5 309 0 0 216
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 154 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.93 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.319 - - - -
Pot Cap-1 Maneuver 0 865 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 865 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.19 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 865 -
HCM Lane V/C Ratio - - 0.006 -
HCM Ctrl Dly (s/v) - - 9.2 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
2553
Item 2.
HCM 7th AWSC
3: Calhoun St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 3
Intersection
Intersection Delay, s/veh 95
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 221 8 14 508 93 17 238 34 86 177 48 Future Vol, veh/h 13 221 8 14 508 93 17 238 34 86 177 48 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 238 9 15 546 100 18 256 37 92 190 52
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay, s/veh 23.5 187.5 25.3 32.5
HCM LOS C F D D
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 7% 0% 5% 2% 28%
Vol Thru, % 93% 0% 91% 83% 57%
Vol Right, % 0% 100% 3% 15% 15%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 255 34 242 615 311
LT Vol 17 0 13 14 86
Through Vol 238 0 221 508 177
RT Vol 0 34 8 93 48
Lane Flow Rate 274 37 260 661 334
Geometry Grp 5 5 2 2 4a
Degree of Util (X) 0.638 0.078 0.581 1.338 0.732
Departure Headway (Hd) 9.333 8.568 8.896 7.286 8.864
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 389 421 409 496 411
Service Time 7.033 6.268 6.896 5.357 6.864
HCM Lane V/C Ratio 0.704 0.088 0.636 1.333 0.813
HCM Control Delay, s/veh 27.1 12 23.5 187.5 32.5
HCM Lane LOS D B C F D
HCM 95th-tile Q 4.3 0.3 3.6 29.1 5.8
2554
Item 2.
HCM 7th TWSC
4: Driveway 3 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 4
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 341 0 0 615 0 3
Future Vol, veh/h 341 0 0 615 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 371 0 0 668 0 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - - - - 185
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.93
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.319
Pot Cap-1 Maneuver - 0 0 - 0 826
Stage 1 - 0 0 - 0 -
Stage 2 - 0 0 - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - - 826
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 9.38
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT WBT
Capacity (veh/h) 826 - -
HCM Lane V/C Ratio 0.004 - -
HCM Ctrl Dly (s/v) 9.4 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0 - -
2555
Item 2.
HCM 7th TWSC
5: Driveway 4 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 5
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 341 3 19 610 5 9
Future Vol, veh/h 341 3 19 610 5 9
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 371 3 21 663 5 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 377 0 1080 193
Stage 1 - - - - 375 -
Stage 2 - - - - 704 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 1180 - 227 817
Stage 1 - - - - 666 -
Stage 2 - - - - 489 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1176 - 220 812
Mov Cap-2 Maneuver - - - - 220 -
Stage 1 - - - - 664 -
Stage 2 - - - - 476 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.25 14.03
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 414 - - 54 -
HCM Lane V/C Ratio 0.037 - - 0.018 -
HCM Ctrl Dly (s/v) 14 - - 8.1 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
2556
Item 2.
HCM 7th Signalized Intersection Summary
6: Van Buren St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 290 13 22 508 191 15 277 40 126 167 106 Future Volume (veh/h) 47 290 13 22 508 191 15 277 40 126 167 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 319 13 24 558 183 16 304 41 138 184 47 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 85 760 644 53 508 167 39 376 51 171 1261 304 Arrive On Green 0.05 0.41 0.41 0.03 0.38 0.38 0.02 0.23 0.23 0.10 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1349 442 1781 1614 218 1781 4106 990 Grp Volume(v), veh/h 52 319 13 24 0 741 16 0 345 138 151 80 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1791 1781 0 1831 1781 1702 1692 Q Serve(g_s), s 2.7 11.3 0.5 1.2 0.0 35.0 0.8 0.0 16.5 7.1 3.0 3.2 Cycle Q Clear(g_c), s 2.7 11.3 0.5 1.2 0.0 35.0 0.8 0.0 16.5 7.1 3.0 3.2 Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.12 1.00 0.59
Lane Grp Cap(c), veh/h 85 760 644 53 0 675 39 0 427 171 1045 520 V/C Ratio(X) 0.61 0.42 0.02 0.45 0.00 1.10 0.41 0.00 0.81 0.81 0.14 0.15 Avail Cap(c_a), veh/h 384 760 644 384 0 675 384 0 690 384 1283 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 19.7 16.5 44.3 0.0 28.9 44.8 0.0 33.7 41.1 23.3 23.4 Incr Delay (d2), s/veh 2.6 0.6 0.0 2.2 0.0 64.5 2.6 0.0 7.6 3.4 0.1 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 4.6 0.2 0.5 0.0 25.4 0.4 0.0 7.8 3.1 1.1 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.0 20.3 16.5 46.5 0.0 93.5 47.4 0.0 41.2 44.6 23.5 23.7 LnGrp LOS D C B D F D D D C C
Approach Vol, veh/h 384 765 361 369
Approach Delay, s/veh 23.7 92.0 41.5 31.4
Approach LOS C F D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 27.4 7.9 44.0 6.7 34.3 10.6 41.2 Change Period (Y+Rc), s 4.7 5.8 5.1 6.2 4.7 5.8 6.2 * 6.2 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 9.1 18.5 3.2 13.3 2.8 5.2 4.7 37.0 Green Ext Time (p_c), s 0.1 3.1 0.0 2.8 0.0 2.5 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 56.4
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2557
Item 2.
HCM 7th TWSC
7: Van Buren St & Driveway 5 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 7
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 2 1 278 182 20
Future Vol, veh/h 54 2 1 278 182 20
Conflicting Peds, #/hr 0 3 0 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 59 2 1 302 198 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 516 116 223 0 - 0
Stage 1 212 -----
Stage 2 304 -----
Critical Hdwy 6.08 7.13 5.33 - - -
Critical Hdwy Stg 1 6.63 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.669 3.919 3.119 - - -
Pot Cap-1 Maneuver 528 777 913 - - -
Stage 1 739 -----
Stage 2 721 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 524 773 910 - - -
Mov Cap-2 Maneuver 524 -----
Stage 1 735 -----
Stage 2 719 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 12.67 0.03 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 6 - 530 - -
HCM Lane V/C Ratio 0.001 - 0.115 - -
HCM Ctrl Dly (s/v) 9 0 12.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
2558
Item 2.
HCM 7th Signalized Intersection Summary
8: Calhoun St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 198 21 44 461 162 104 432 176 135 295 71 Future Volume (veh/h) 33 198 21 44 461 162 104 432 176 135 295 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 230 15 51 536 51 121 502 174 157 343 69 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 114 889 58 136 847 80 187 728 251 195 843 168 Arrive On Green 0.06 0.26 0.26 0.08 0.26 0.26 0.10 0.28 0.28 0.11 0.29 0.29 Sat Flow, veh/h 1781 3387 219 1781 3278 311 1781 2589 892 1781 2951 587 Grp Volume(v), veh/h 38 120 125 51 290 297 121 344 332 157 205 207 Grp Sat Flow(s),veh/h/ln 1781 1777 1829 1781 1777 1812 1781 1777 1704 1781 1777 1761 Q Serve(g_s), s 1.6 4.3 4.3 2.2 11.5 11.6 5.2 13.8 13.9 6.9 7.4 7.6 Cycle Q Clear(g_c), s 1.6 4.3 4.3 2.2 11.5 11.6 5.2 13.8 13.9 6.9 7.4 7.6 Prop In Lane 1.00 0.12 1.00 0.17 1.00 0.52 1.00 0.33
Lane Grp Cap(c), veh/h 114 466 480 136 459 468 187 500 479 195 508 503 V/C Ratio(X) 0.33 0.26 0.26 0.38 0.63 0.63 0.65 0.69 0.69 0.81 0.40 0.41 Avail Cap(c_a), veh/h 446 779 802 446 779 794 446 779 747 446 779 772 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 23.3 23.3 35.1 26.2 26.3 34.3 25.6 25.6 34.7 23.0 23.1 Incr Delay (d2), s/veh 0.6 0.5 0.5 0.6 2.5 2.4 1.4 2.9 3.1 3.0 0.9 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.7 1.8 0.9 4.8 4.9 2.2 5.7 5.5 3.0 3.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.4 23.8 23.8 35.7 28.7 28.7 35.7 28.4 28.7 37.7 23.9 24.0 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 283 638 797 569
Approach Delay, s/veh 25.5 29.3 29.7 27.8
Approach LOS C C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 28.7 10.8 27.0 13.1 29.0 11.1 26.6 Change Period (Y+Rc), s 4.7 6.2 4.7 6.0 4.7 6.2 6.0 * 6 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 8.9 15.9 4.2 6.3 7.2 9.6 3.6 13.6 Green Ext Time (p_c), s 0.1 6.0 0.0 2.2 0.1 3.8 0.0 5.3 Intersection Summary
HCM 7th Control Delay, s/veh 28.6
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2559
Item 2.
HCM 7th Signalized Intersection Summary
9: Van Buren St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 366 111 107 428 164 99 484 63 81 344 75 Future Volume (veh/h) 66 366 111 107 428 164 99 484 63 81 344 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 441 48 129 516 78 119 583 59 98 414 54 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 127 1312 142 173 1337 201 172 912 91 166 872 111 Arrive On Green 0.07 0.41 0.41 0.10 0.43 0.43 0.10 0.19 0.19 0.09 0.19 0.19 Sat Flow, veh/h 1781 3232 350 1781 3097 466 1781 4717 472 1781 4579 585 Grp Volume(v), veh/h 80 241 248 129 295 299 119 419 223 98 306 162 Grp Sat Flow(s),veh/h/ln1781 1777 1806 1781 1777 1786 1781 1702 1785 1781 1702 1760 Q Serve(g_s), s 4.4 9.3 9.4 7.0 11.3 11.4 6.5 11.3 11.5 5.3 8.0 8.2 Cycle Q Clear(g_c), s 4.4 9.3 9.4 7.0 11.3 11.4 6.5 11.3 11.5 5.3 8.0 8.2 Prop In Lane 1.00 0.19 1.00 0.26 1.00 0.26 1.00 0.33
Lane Grp Cap(c), veh/h 127 721 733 173 767 771 172 658 345 166 649 335 V/C Ratio(X) 0.63 0.33 0.34 0.74 0.38 0.39 0.69 0.64 0.65 0.59 0.47 0.48 Avail Cap(c_a), veh/h 164 721 733 182 767 771 182 997 523 182 997 516 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 20.4 20.4 43.9 19.4 19.4 43.8 37.1 37.2 43.5 36.0 36.1 Incr Delay (d2), s/veh 1.8 1.2 1.1 12.7 1.5 1.5 8.2 2.2 4.3 2.3 1.1 2.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 3.9 3.9 3.6 4.7 4.8 3.1 4.7 5.2 2.4 3.3 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 46.9 21.6 21.6 56.7 20.8 20.9 51.9 39.3 41.4 45.8 37.1 38.4 LnGrp LOS D C C E C C D D D D D D
Approach Vol, veh/h 569 723 761 566
Approach Delay, s/veh 25.1 27.2 41.9 39.0
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.0 25.1 14.4 46.4 14.3 24.9 11.8 49.0 Change Period (Y+Rc), s 4.7 5.8 4.7 5.8 4.7 5.8 4.7 5.8 Max Green Setting (Gmax), s 10.2 29.3 10.2 29.3 10.2 29.3 9.2 30.3 Max Q Clear Time (g_c+I1), s 7.3 13.5 9.0 11.4 8.5 10.2 6.4 13.4 Green Ext Time (p_c), s 0.0 5.8 0.0 3.4 0.0 4.6 0.0 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 33.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 2560
Item 2.
HCM 7th Signalized Intersection Summary
10: Calhoun St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 476 109 42 814 98 263 517 92 76 227 90 Future Volume (veh/h) 72 476 109 42 814 98 263 517 92 76 227 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 535 101 47 915 101 296 581 92 85 255 61 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 103 2240 414 61 2305 254 282 681 107 107 352 83 Arrive On Green 0.06 0.52 0.52 0.03 0.49 0.49 0.16 0.22 0.22 0.06 0.12 0.12 Sat Flow, veh/h 1781 4327 801 1781 4667 513 1781 3071 485 1781 2853 670 Grp Volume(v), veh/h 81 419 217 47 667 349 296 335 338 85 157 159 Grp Sat Flow(s),veh/h/ln1781 1702 1723 1781 1702 1776 1781 1777 1779 1781 1777 1746 Q Serve(g_s), s 5.4 8.1 8.4 3.1 14.8 14.9 19.0 21.7 21.9 5.7 10.2 10.5 Cycle Q Clear(g_c), s 5.4 8.1 8.4 3.1 14.8 14.9 19.0 21.7 21.9 5.7 10.2 10.5 Prop In Lane 1.00 0.46 1.00 0.29 1.00 0.27 1.00 0.38
Lane Grp Cap(c), veh/h 103 1762 892 61 1681 877 282 394 394 107 219 215 V/C Ratio(X) 0.79 0.24 0.24 0.78 0.40 0.40 1.05 0.85 0.86 0.79 0.72 0.74 Avail Cap(c_a), veh/h 282 1762 892 282 1681 877 282 459 460 282 459 451 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 15.9 16.0 57.5 19.1 19.1 50.5 44.8 44.9 55.7 50.6 50.7 Incr Delay (d2), s/veh 5.0 0.3 0.6 7.6 0.7 1.4 67.2 11.4 11.7 4.9 1.6 1.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 3.0 3.2 1.5 5.6 6.0 13.5 10.5 10.6 2.6 4.5 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 16.2 16.6 65.2 19.8 20.5 117.7 56.2 56.6 60.6 52.2 52.6 LnGrp LOS E B B E B C F E E E D D
Approach Vol, veh/h 717 1063 969 401
Approach Delay, s/veh 21.4 22.0 75.1 54.1
Approach LOS C C E D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s9.1 67.1 24.0 19.8 11.9 64.3 12.2 31.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 31.0 19.0 31.0 19.0 31.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 5.1 10.4 21.0 12.5 7.4 16.9 7.7 23.9 Green Ext Time (p_c), s 0.0 0.5 0.0 0.2 0.0 0.9 0.0 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 42.3
HCM 7th LOS D
2561
Item 2.
HCM 7th Signalized Intersection Summary
11: Van Buren St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 117 390 195 135 418 82 266 457 377 91 205 208 Future Volume (veh/h) 117 390 195 135 418 82 266 457 377 91 205 208 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 429 81 148 459 26 292 502 326 100 225 107 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 219 899 165 225 749 330 347 957 422 206 356 297 Arrive On Green 0.12 0.21 0.21 0.13 0.21 0.21 0.19 0.27 0.27 0.12 0.19 0.19 Sat Flow, veh/h 1781 4324 794 1781 3554 1563 1781 3554 1567 1781 1870 1560 Grp Volume(v), veh/h 129 335 175 148 459 26 292 502 326 100 225 107 Grp Sat Flow(s),veh/h/ln1781 1702 1714 1781 1777 1563 1781 1777 1567 1781 1870 1560 Q Serve(g_s), s 5.2 6.6 6.8 6.0 8.9 1.0 12.0 9.1 14.6 4.0 8.4 4.5 Cycle Q Clear(g_c), s 5.2 6.6 6.8 6.0 8.9 1.0 12.0 9.1 14.6 4.0 8.4 4.5 Prop In Lane 1.00 0.46 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 219 708 356 225 749 330 347 957 422 206 356 297 V/C Ratio(X) 0.59 0.47 0.49 0.66 0.61 0.08 0.84 0.52 0.77 0.48 0.63 0.36 Avail Cap(c_a), veh/h 470 1796 904 470 1875 824 940 1172 517 940 617 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.4 26.4 26.5 31.6 27.1 24.0 29.4 23.6 25.6 31.4 28.2 26.7 Incr Delay (d2), s/veh 2.5 0.5 1.0 3.3 0.8 0.1 5.6 0.4 5.8 1.8 1.9 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 2.4 2.6 2.6 3.5 0.4 5.2 3.5 5.5 1.7 3.6 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.9 26.9 27.5 34.9 27.9 24.1 35.0 24.0 31.3 33.2 30.1 27.4 LnGrp LOS C C C C C C C C C C C C
Approach Vol, veh/h 639 633 1120 432
Approach Delay, s/veh 28.5 29.4 29.0 30.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.6 21.8 19.8 19.7 14.3 22.0 13.8 25.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.3 5.0 6.0 5.0 5.3 Max Green Setting (Gmax), s 20.0 40.0 40.0 25.0 20.0 40.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 8.0 8.8 14.0 10.4 7.2 10.9 6.0 16.6 Green Ext Time (p_c), s 0.3 3.0 0.8 1.2 0.2 2.8 0.2 2.8 Intersection Summary
HCM 7th Control Delay, s/veh 29.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 2562
Item 2.
HCM 7th Signalized Intersection Summary
12: Dillon Rd/Driveway & Avenue 48 The Ranch at Coachella Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 219 615 164 225 0 370 13 140 6 16 28 Future Volume (veh/h) 28 219 615 164 225 0 370 13 140 6 16 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 246 366 184 253 0 416 47 37 7 18 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 37 1153 578 225 1176 0 508 584 495 10 446 163 Arrive On Green 0.02 0.23 0.23 0.13 0.33 0.00 0.14 0.31 0.31 0.01 0.17 0.17 Sat Flow, veh/h 1781 5106 1558 1781 3647 0 3563 1870 1585 1781 2548 932 Grp Volume(v), veh/h 31 246 366 184 253 0 416 47 37 7 12 13 Grp Sat Flow(s),veh/h/ln1781 1702 1558 1781 1777 0 1781 1870 1585 1781 1777 1703 Q Serve(g_s), s 1.2 2.8 13.7 7.1 3.6 0.0 8.0 1.2 1.2 0.3 0.4 0.4 Cycle Q Clear(g_c), s 1.2 2.8 13.7 7.1 3.6 0.0 8.0 1.2 1.2 0.3 0.4 0.4 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 37 1153 578 225 1176 0 508 584 495 10 311 298 V/C Ratio(X) 0.84 0.21 0.63 0.82 0.22 0.00 0.82 0.08 0.07 0.72 0.04 0.04 Avail Cap(c_a), veh/h 809 3694 1354 809 2571 0 1264 584 495 379 311 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.4 22.2 18.4 30.0 17.0 0.0 29.3 17.1 17.1 35.0 24.2 24.2 Incr Delay (d2), s/veh 16.2 0.0 0.4 2.8 0.0 0.0 1.3 0.3 0.3 67.3 0.2 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 1.0 4.6 3.0 1.3 0.0 3.4 0.6 0.4 0.3 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.6 22.2 18.8 32.8 17.0 0.0 30.6 17.4 17.4 102.3 24.4 24.4 LnGrp LOS D C B C B C B B F C C
Approach Vol, veh/h 643 437 500 32
Approach Delay, s/veh 21.6 23.7 28.4 41.5
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.5 22.3 15.3 18.4 7.1 29.7 5.6 28.1 Change Period (Y+Rc), s 5.6 6.4 5.2 6.1 5.6 6.4 5.2 6.1 Max Green Setting (Gmax), s 32.0 51.0 25.0 12.0 32.0 51.0 15.0 22.0 Max Q Clear Time (g_c+I1), s 9.1 15.7 10.0 2.4 3.2 5.6 2.3 3.2 Green Ext Time (p_c), s 0.0 0.2 0.1 0.0 0.0 0.3 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 24.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 2563
Item 2.
HCM 7th Signalized Intersection Summary
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 633 68 126 362 0 0 0 0 129 0 197 Future Volume (veh/h) 0 633 68 126 362 0 0 0 0 129 0 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 711 63 142 407 0 145 0 33
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1901 848 181 1326 0 195 0 173
Arrive On Green 0.00 0.53 0.53 0.10 0.71 0.00 0.11 0.00 0.11 Sat Flow, veh/h 0 3647 1585 1781 1870 0 1781 0 1585
Grp Volume(v), veh/h 0 711 63 142 407 0 145 0 33
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1781 0 1585 Q Serve(g_s), s 0.0 7.6 1.3 5.1 5.3 0.0 5.1 0.0 1.2
Cycle Q Clear(g_c), s 0.0 7.6 1.3 5.1 5.3 0.0 5.1 0.0 1.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1901 848 181 1326 0 195 0 173
V/C Ratio(X) 0.00 0.37 0.07 0.78 0.31 0.00 0.74 0.00 0.19 Avail Cap(c_a), veh/h 0 1901 848 493 1326 0 384 0 341
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.95 0.95 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.8 7.3 28.5 3.5 0.0 28.1 0.0 26.3 Incr Delay (d2), s/veh 0.0 0.6 0.2 2.7 0.6 0.0 2.1 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.1 0.3 2.0 0.9 0.0 2.2 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 9.3 7.5 31.1 4.1 0.0 30.2 0.0 26.5 LnGrp LOS A A C A C C
Approach Vol, veh/h 774 549 178
Approach Delay, s/veh 9.2 11.1 29.5
Approach LOS A B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s11.3 40.8 12.9 52.1
Change Period (Y+Rc), s 4.7 6.0 5.8 6.0
Max Green Setting (Gmax), s 18.0 16.2 14.0 39.2
Max Q Clear Time (g_c+I1), s 7.1 9.6 7.1 7.3
Green Ext Time (p_c), s 0.1 1.7 0.3 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 12.3
HCM 7th LOS B
2564
Item 2.
HCM 7th Signalized Intersection Summary
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 406 355 0 0 341 151 138 3 159 0 0 0 Future Volume (veh/h) 406 355 0 0 341 151 138 3 159 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 441 386 0 0 371 52 150 3 105
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 523 1188 0 0 886 395 181 4 127
Arrive On Green 0.29 0.64 0.00 0.00 0.25 0.25 0.18 0.18 0.18 Sat Flow, veh/h 1781 1870 0 0 3647 1585 986 20 691
Grp Volume(v), veh/h 441 386 0 0 371 52 258 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1777 1585 1697 0 0 Q Serve(g_s), s 15.1 6.2 0.0 0.0 5.7 1.7 9.5 0.0 0.0
Cycle Q Clear(g_c), s 15.1 6.2 0.0 0.0 5.7 1.7 9.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 0.58 0.41
Lane Grp Cap(c), veh/h 523 1188 0 0 886 395 311 0 0
V/C Ratio(X) 0.84 0.32 0.00 0.00 0.42 0.13 0.83 0.00 0.00 Avail Cap(c_a), veh/h 523 1188 0 0 886 395 470 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.6 5.5 0.0 0.0 20.5 18.9 25.6 0.0 0.0 Incr Delay (d2), s/veh 10.5 0.7 0.0 0.0 1.5 0.7 4.5 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.6 1.5 0.0 0.0 2.2 0.6 3.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.0 6.1 0.0 0.0 21.9 19.6 30.1 0.0 0.0 LnGrp LOS C A C B C
Approach Vol, veh/h 827 423 258
Approach Delay, s/veh 19.9 21.6 30.1
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 47.3 25.1 22.2 17.7
Change Period (Y+Rc), s 6.0 6.0 * 6 5.8
Max Green Setting (Gmax), s 35.2 14.0 * 16 18.0
Max Q Clear Time (g_c+I1), s 8.2 17.1 7.7 11.5
Green Ext Time (p_c), s 1.2 0.0 0.9 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 22.1
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2565
Item 2.
HCM 7th TWSC
32: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 1
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - 0 0 1083
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - ---- 1083
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBT WBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Ctrl Dly (s/v) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
2566
Item 2.
HCM 7th TWSC
41: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project AM Peak Hour Synchro 12 Report Fehr & Peers Page 16
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 1 1
Stage 1 - - - - 1 -
Stage 2 - - - - 0 -
Critical Hdwy 4.14 - - - 6.29 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 2.22 - - - 3.67 3.32
Pot Cap-1 Maneuver 1620 - - 0 980 1083
Stage 1 - - - 0 980 -
Stage 2 - - - 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 980 1083
Mov Cap-2 Maneuver - - - - 894 -
Stage 1 - - - - 980 -
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h) 1620 - - -
HCM Lane V/C Ratio ----
HCM Ctrl Dly (s/v) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) 0 - - -
2567
Item 2.
HCM 7th TWSC
1: Calhoun St & Driveway 1 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 1
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 7 159 2 56 154
Future Vol, veh/h 1 7 159 2 56 154
Conflicting Peds, #/hr 0 3 0 3 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 8 173 2 61 167
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 466 93 0 0 178 0
Stage 1 177 -----
Stage 2 289 -----
Critical Hdwy 6.63 6.93 - - 4.13 -
Critical Hdwy Stg 1 5.83 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.519 3.319 - - 2.219 -
Pot Cap-1 Maneuver 540 946 - - 1397 -
Stage 1 837 -----
Stage 2 759 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 512 940 - - 1393 -
Mov Cap-2 Maneuver 512 -----
Stage 1 834 -----
Stage 2 723 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.27 0 2.05
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 851 480 -
HCM Lane V/C Ratio - - 0.01 0.044 -
HCM Ctrl Dly (s/v) - - 9.3 7.7 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0.1 -
2568
Item 2.
HCM 7th TWSC
2: Calhoun St & Driveway 2 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 2
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 15 165 1 0 210
Future Vol, veh/h 0 15 165 1 0 210
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 16 179 1 0 228
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 90 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.93 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.319 - - - -
Pot Cap-1 Maneuver 0 950 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 950 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.85 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 950 -
HCM Lane V/C Ratio - - 0.017 -
HCM Ctrl Dly (s/v) - - 8.9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
2569
Item 2.
HCM 7th AWSC
3: Calhoun St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 3
Intersection
Intersection Delay, s/veh 156.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 484 10 29 329 73 15 146 19 128 171 22 Future Vol, veh/h 32 484 10 29 329 73 15 146 19 128 171 22 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 40 598 12 36 406 90 19 180 23 158 211 27
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay, s/veh 262.4 148.5 25 66.7
HCM LOS F F C F
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 9% 0% 6% 7% 40%
Vol Thru, % 91% 0% 92% 76% 53%
Vol Right, % 0% 100% 2% 17% 7%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 161 19 526 431 321
LT Vol 15 0 32 29 128
Through Vol 146 0 484 329 171
RT Vol 0 19 10 73 22
Lane Flow Rate 199 23 649 532 396
Geometry Grp 5 5 2 2 4a
Degree of Util (X) 0.533 0.058 1.503 1.218 0.938
Departure Headway (Hd) 11.333 10.545 8.942 9.421 10.299 Convergence, Y/N Yes Yes Yes Yes Yes
Cap 320 342 409 388 357
Service Time 9.033 8.245 6.942 7.421 8.299
HCM Lane V/C Ratio 0.622 0.067 1.587 1.371 1.109
HCM Control Delay, s/veh 26.3 13.9 262.4 148.5 66.7
HCM Lane LOS D B F F F
HCM 95th-tile Q 3 0.2 32.3 19.4 9.8
2570
Item 2.
HCM 7th TWSC
4: Driveway 3 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 631 0 0 431 0 9
Future Vol, veh/h 631 0 0 431 0 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 686 0 0 468 0 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - - - - 343
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.93
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.319
Pot Cap-1 Maneuver - 0 0 - 0 654
Stage 1 - 0 0 - 0 -
Stage 2 - 0 0 - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - - 654
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 10.59
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT WBT
Capacity (veh/h) 654 - -
HCM Lane V/C Ratio 0.015 - -
HCM Ctrl Dly (s/v) 10.6 - -
HCM Lane LOS B - -
HCM 95th %tile Q(veh) 0 - -
2571
Item 2.
HCM 7th TWSC
5: Driveway 4 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 5
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 635 5 32 427 4 8
Future Vol, veh/h 635 5 32 427 4 8
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 690 5 35 464 4 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 699 0 1230 354
Stage 1 - - - - 696 -
Stage 2 - - - - 534 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 896 - 183 643
Stage 1 - - - - 457 -
Stage 2 - - - - 587 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 893 - 173 640
Mov Cap-2 Maneuver - - - - 173 -
Stage 1 - - - - 456 -
Stage 2 - - - - 556 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.64 16.14
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 336 - - 125 -
HCM Lane V/C Ratio 0.039 - - 0.039 -
HCM Ctrl Dly (s/v) 16.1 - - 9.2 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
2572
Item 2.
HCM 7th Signalized Intersection Summary
6: Van Buren St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 586 12 20 386 116 16 241 35 172 181 57 Future Volume (veh/h) 45 586 12 20 386 116 16 241 35 172 181 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 617 13 21 406 101 17 254 34 181 191 25 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 699 593 50 476 119 42 334 45 220 1091 487 Arrive On Green 0.06 0.37 0.37 0.03 0.33 0.33 0.02 0.21 0.21 0.12 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1446 360 1781 1615 216 1781 3554 1585 Grp Volume(v), veh/h 47 617 13 21 0 507 17 0 288 181 191 25 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1806 1781 0 1831 1781 1777 1585 Q Serve(g_s), s 2.1 25.1 0.4 0.9 0.0 21.3 0.8 0.0 12.1 8.1 3.2 0.6 Cycle Q Clear(g_c), s 2.1 25.1 0.4 0.9 0.0 21.3 0.8 0.0 12.1 8.1 3.2 0.6 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 105 699 593 50 0 595 42 0 379 220 1091 487 V/C Ratio(X) 0.45 0.88 0.02 0.42 0.00 0.85 0.41 0.00 0.76 0.82 0.18 0.05 Avail Cap(c_a), veh/h 437 804 681 437 0 776 437 0 787 437 1527 681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 23.8 16.1 38.9 0.0 25.5 39.2 0.0 30.4 34.8 20.7 9.8 Incr Delay (d2), s/veh 1.1 11.2 0.0 2.1 0.0 8.7 2.3 0.0 6.5 2.9 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 11.7 0.1 0.4 0.0 9.5 0.3 0.0 5.6 3.5 1.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.2 35.1 16.1 41.1 0.0 34.2 41.5 0.0 36.9 37.8 20.8 9.9 LnGrp LOS D D B D C D D D C A
Approach Vol, veh/h 677 528 305 397
Approach Delay, s/veh 34.9 34.4 37.2 27.9
Approach LOS C C D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.8 22.7 7.4 36.7 6.6 30.8 11.0 33.0 Change Period (Y+Rc), s 4.7 5.8 5.1 6.2 4.7 5.8 6.2 * 6.2 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 10.1 14.1 2.9 27.1 2.8 5.2 4.1 23.3 Green Ext Time (p_c), s 0.2 2.8 0.0 3.4 0.0 2.3 0.0 3.5 Intersection Summary
HCM 7th Control Delay, s/veh 33.7
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2573
Item 2.
HCM 7th TWSC
7: Van Buren St & Driveway 5 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 7
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 2 2 250 178 35
Future Vol, veh/h 42 2 2 250 178 35
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 46 2 2 272 193 38
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 492 122 235 0 - 0
Stage 1 216 -----
Stage 2 276 -----
Critical Hdwy 6.08 7.13 5.33 - - -
Critical Hdwy Stg 1 6.63 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.669 3.919 3.119 - - -
Pot Cap-1 Maneuver 544 771 901 - - -
Stage 1 735 -----
Stage 2 742 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 539 766 899 - - -
Mov Cap-2 Maneuver 539 -----
Stage 1 731 -----
Stage 2 740 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 12.22 0.07 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 14 - 547 - -
HCM Lane V/C Ratio 0.002 - 0.088 - -
HCM Ctrl Dly (s/v) 9 0 12.2 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
2574
Item 2.
HCM 7th Signalized Intersection Summary
8: Calhoun St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 426 41 27 309 141 52 287 92 203 325 50 Future Volume (veh/h) 50 426 41 27 309 141 52 287 92 203 325 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 479 37 31 347 36 58 322 78 228 365 47 Peak Hour Factor 0.89 0.89 0.89 0.86 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 155 856 66 105 678 70 158 590 141 276 867 111 Arrive On Green 0.09 0.26 0.26 0.06 0.21 0.21 0.09 0.21 0.21 0.15 0.27 0.27 Sat Flow, veh/h 1781 3342 257 1781 3249 335 1781 2841 678 1781 3167 405 Grp Volume(v), veh/h 56 254 262 31 189 194 58 200 200 228 204 208 Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1781 1777 1807 1781 1777 1742 1781 1777 1795 Q Serve(g_s), s 2.0 8.3 8.4 1.1 6.3 6.4 2.1 6.7 6.9 8.3 6.3 6.4 Cycle Q Clear(g_c), s 2.0 8.3 8.4 1.1 6.3 6.4 2.1 6.7 6.9 8.3 6.3 6.4 Prop In Lane 1.00 0.14 1.00 0.19 1.00 0.39 1.00 0.23
Lane Grp Cap(c), veh/h 155 455 467 105 371 377 158 369 362 276 486 491 V/C Ratio(X) 0.36 0.56 0.56 0.30 0.51 0.52 0.37 0.54 0.55 0.83 0.42 0.42 Avail Cap(c_a), veh/h 532 928 952 532 928 944 532 928 911 532 928 938 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 21.6 21.6 30.2 23.5 23.5 28.7 23.7 23.8 27.4 20.0 20.0 Incr Delay (d2), s/veh 0.5 1.8 1.8 0.6 1.8 1.9 0.5 2.1 2.3 2.4 1.0 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 3.3 3.4 0.5 2.5 2.6 0.8 2.7 2.8 3.4 2.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.4 23.5 23.4 30.8 25.3 25.4 29.3 25.8 26.0 29.9 20.9 21.0 LnGrp LOS C C C C C C C C C C C C
Approach Vol, veh/h 572 414 458 640
Approach Delay, s/veh 24.0 25.7 26.3 24.1
Approach LOS C C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.1 20.1 8.6 23.2 10.6 24.5 11.8 20.0 Change Period (Y+Rc), s 4.7 6.2 4.7 6.0 4.7 6.2 6.0 * 6 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 10.3 8.9 3.1 10.4 4.1 8.4 4.0 8.4 Green Ext Time (p_c), s 0.2 3.7 0.0 5.0 0.0 3.8 0.0 3.5 Intersection Summary
HCM 7th Control Delay, s/veh 24.9
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2575
Item 2.
HCM 7th Signalized Intersection Summary
9: Van Buren St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 96 527 79 62 377 105 62 319 64 159 471 65 Future Volume (veh/h) 96 527 79 62 377 105 62 319 64 159 471 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 561 34 66 401 45 66 339 35 169 501 51 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 134 1504 91 150 1453 162 150 763 77 182 848 85 Arrive On Green 0.08 0.44 0.44 0.08 0.45 0.45 0.08 0.16 0.16 0.10 0.18 0.18 Sat Flow, veh/h 1781 3403 206 1781 3223 360 1781 4711 477 1781 4711 473 Grp Volume(v), veh/h 102 292 303 66 220 226 66 243 131 169 360 192 Grp Sat Flow(s),veh/h/ln1781 1777 1832 1781 1777 1806 1781 1702 1784 1781 1702 1780 Q Serve(g_s), s 5.6 11.0 11.0 3.5 7.8 7.9 3.5 6.4 6.6 9.4 9.7 9.9 Cycle Q Clear(g_c), s 5.6 11.0 11.0 3.5 7.8 7.9 3.5 6.4 6.6 9.4 9.7 9.9 Prop In Lane 1.00 0.11 1.00 0.20 1.00 0.27 1.00 0.27
Lane Grp Cap(c), veh/h 134 785 810 150 801 814 150 551 289 182 613 320 V/C Ratio(X) 0.76 0.37 0.37 0.44 0.27 0.28 0.44 0.44 0.45 0.93 0.59 0.60 Avail Cap(c_a), veh/h 164 785 810 182 801 814 182 997 523 182 997 522 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.4 18.6 18.6 43.6 17.2 17.2 43.6 37.8 37.9 44.5 37.6 37.7 Incr Delay (d2), s/veh 9.7 1.1 1.1 0.8 0.8 0.8 0.8 1.2 2.4 46.4 1.9 3.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 4.4 4.6 1.5 3.2 3.3 1.5 2.7 3.0 6.3 4.0 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.0 19.7 19.7 44.3 18.1 18.1 44.3 39.0 40.3 91.0 39.5 41.5 LnGrp LOS E B B D B B D D D F D D
Approach Vol, veh/h 697 512 440 721
Approach Delay, s/veh 24.9 21.5 40.2 52.1
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.9 22.0 13.1 50.0 13.1 23.8 12.2 50.9 Change Period (Y+Rc), s 4.7 5.8 4.7 5.8 4.7 5.8 4.7 5.8 Max Green Setting (Gmax), s 10.2 29.3 10.2 29.3 10.2 29.3 9.2 30.3 Max Q Clear Time (g_c+I1), s 11.4 8.6 5.5 13.0 5.5 11.9 7.6 9.9 Green Ext Time (p_c), s 0.0 3.7 0.0 4.1 0.0 5.3 0.0 3.4 Intersection Summary
HCM 7th Control Delay, s/veh 35.3
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2576
Item 2.
HCM 7th Signalized Intersection Summary
10: Calhoun St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 822 278 71 633 67 147 283 45 111 461 105 Future Volume (veh/h) 75 822 278 71 633 67 147 283 45 111 461 105 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 856 254 74 659 63 153 295 37 116 480 91 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 99 1929 569 94 2328 221 179 660 82 141 555 105 Arrive On Green 0.06 0.49 0.49 0.05 0.49 0.49 0.10 0.21 0.21 0.08 0.19 0.19 Sat Flow, veh/h 1781 3909 1153 1781 4742 450 1781 3178 395 1781 2982 562 Grp Volume(v), veh/h 78 745 365 74 472 250 153 164 168 116 285 286 Grp Sat Flow(s),veh/h/ln1781 1702 1659 1781 1702 1788 1781 1777 1796 1781 1777 1767 Q Serve(g_s), s 5.2 17.0 17.2 4.9 9.8 10.0 10.1 9.6 9.8 7.7 18.7 18.9 Cycle Q Clear(g_c), s 5.2 17.0 17.2 4.9 9.8 10.0 10.1 9.6 9.8 7.7 18.7 18.9 Prop In Lane 1.00 0.70 1.00 0.25 1.00 0.22 1.00 0.32
Lane Grp Cap(c), veh/h 99 1680 818 94 1671 877 179 369 373 141 331 329 V/C Ratio(X) 0.79 0.44 0.45 0.78 0.28 0.29 0.85 0.44 0.45 0.82 0.86 0.87 Avail Cap(c_a), veh/h 282 1680 818 282 1671 877 282 459 464 282 459 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 19.7 19.7 56.1 18.1 18.1 53.1 41.5 41.6 54.4 47.3 47.4 Incr Delay (d2), s/veh 5.1 0.9 1.8 5.2 0.4 0.8 8.2 0.3 0.3 4.5 9.0 9.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 6.4 6.5 2.3 3.7 4.0 4.8 4.1 4.3 3.5 8.8 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.0 20.6 21.5 61.4 18.5 18.9 61.3 41.8 41.9 58.9 56.3 57.2 LnGrp LOS E C C E B B E D D E E E
Approach Vol, veh/h 1188 796 485 687
Approach Delay, s/veh 23.5 22.6 48.0 57.1
Approach LOS C C D E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s11.4 64.2 17.1 27.3 11.7 63.9 14.5 29.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 31.0 19.0 31.0 19.0 31.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 6.9 19.2 12.1 20.9 7.2 12.0 9.7 11.8 Green Ext Time (p_c), s 0.0 1.0 0.0 0.4 0.0 0.6 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 34.4
HCM 7th LOS C
2577
Item 2.
HCM 7th Signalized Intersection Summary
11: Van Buren St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 468 412 299 481 68 208 300 223 72 411 83 Future Volume (veh/h) 50 468 412 299 481 68 208 300 223 72 411 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 493 212 315 506 31 219 316 154 76 433 67 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 135 759 313 343 1180 522 258 1030 466 153 452 378 Arrive On Green 0.08 0.21 0.21 0.19 0.33 0.33 0.14 0.30 0.30 0.09 0.24 0.24 Sat Flow, veh/h 1781 3530 1458 1781 3554 1571 1781 3428 1549 1781 1870 1565 Grp Volume(v), veh/h 53 475 230 315 506 31 219 314 156 76 433 67 Grp Sat Flow(s),veh/h/ln1781 1702 1584 1781 1777 1571 1781 1702 1573 1781 1870 1565 Q Serve(g_s), s 2.9 13.2 13.8 17.9 11.5 1.4 12.4 7.3 8.0 4.2 23.6 3.5 Cycle Q Clear(g_c), s 2.9 13.2 13.8 17.9 11.5 1.4 12.4 7.3 8.0 4.2 23.6 3.5 Prop In Lane 1.00 0.92 1.00 1.00 1.00 0.98 1.00 1.00
Lane Grp Cap(c), veh/h 135 732 340 343 1180 522 258 1023 473 153 452 378 V/C Ratio(X) 0.39 0.65 0.68 0.92 0.43 0.06 0.85 0.31 0.33 0.50 0.96 0.18 Avail Cap(c_a), veh/h 344 1316 612 344 1374 607 689 1023 473 689 452 378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.5 37.0 37.3 40.9 26.9 23.5 43.1 27.9 28.1 45.1 38.7 31.1 Incr Delay (d2), s/veh 1.9 1.0 2.3 28.5 0.2 0.0 7.7 0.2 0.4 2.5 31.7 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 5.3 5.3 10.1 4.6 0.5 5.8 2.9 2.9 1.9 14.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.4 38.0 39.6 69.4 27.1 23.6 50.8 28.0 28.5 47.6 70.3 31.3 LnGrp LOS D D D E C C D C C D E C
Approach Vol, veh/h 758 852 689 576
Approach Delay, s/veh 39.2 42.6 35.4 62.8
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s24.9 28.2 20.0 30.3 12.8 40.4 13.9 36.4 Change Period (Y+Rc), s 5.0 6.0 5.0 5.3 5.0 6.0 5.0 5.3 Max Green Setting (Gmax), s 20.0 40.0 40.0 25.0 20.0 40.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 19.9 15.8 14.4 25.6 4.9 13.5 6.2 10.0 Green Ext Time (p_c), s 0.0 4.2 0.6 0.0 0.1 3.1 0.2 2.4 Intersection Summary
HCM 7th Control Delay, s/veh 44.0
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2578
Item 2.
HCM 7th Signalized Intersection Summary
12: Dillon Rd/Driveway & Avenue 48 The Ranch at Coachella Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 272 461 163 252 3 598 7 318 3 10 26 Future Volume (veh/h) 15 272 461 163 252 3 598 7 318 3 10 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 278 204 166 257 3 610 0 142 3 10 6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 20 696 526 207 869 10 707 0 1213 4 414 226
Arrive On Green 0.01 0.14 0.14 0.12 0.24 0.24 0.20 0.00 0.38 0.00 0.19 0.19 Sat Flow, veh/h 1781 5106 1553 1781 3596 42 3563 0 3170 1781 2218 1211 Grp Volume(v), veh/h 15 278 204 166 127 133 610 0 142 3 8 8 Grp Sat Flow(s),veh/h/ln1781 1702 1553 1781 1777 1861 1781 0 1585 1781 1777 1652 Q Serve(g_s), s 0.5 3.2 6.5 5.8 3.7 3.8 10.6 0.0 1.9 0.1 0.2 0.3 Cycle Q Clear(g_c), s 0.5 3.2 6.5 5.8 3.7 3.8 10.6 0.0 1.9 0.1 0.2 0.3 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 0.73
Lane Grp Cap(c), veh/h 20 696 526 207 429 450 707 0 1213 4 332 308 V/C Ratio(X) 0.77 0.40 0.39 0.80 0.30 0.30 0.86 0.00 0.12 0.69 0.02 0.03 Avail Cap(c_a), veh/h 887 4051 1547 887 1410 1477 1386 0 1213 416 332 308 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.7 25.4 16.4 27.7 19.9 19.9 24.9 0.0 12.8 32.0 21.4 21.4 Incr Delay (d2), s/veh 20.4 0.1 0.2 2.7 0.1 0.1 1.3 0.0 0.2 111.6 0.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 1.2 2.1 2.4 1.4 1.5 4.3 0.0 0.6 0.2 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.1 25.5 16.6 30.4 20.1 20.0 26.2 0.0 13.0 143.6 21.5 21.5 LnGrp LOS D C B C C C C B F C C
Approach Vol, veh/h 497 426 752 19
Approach Delay, s/veh 22.6 24.1 23.7 40.8
Approach LOS C C C D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s13.1 15.2 17.9 18.1 6.3 21.9 5.4 30.7 Change Period (Y+Rc), s 5.6 6.4 5.2 6.1 5.6 6.4 5.2 6.1 Max Green Setting (Gmax), s 32.0 51.0 25.0 12.0 32.0 51.0 15.0 22.0 Max Q Clear Time (g_c+I1), s 7.8 8.5 12.6 2.3 2.5 5.8 2.1 3.9 Green Ext Time (p_c), s 0.0 0.3 0.1 0.0 0.0 0.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 23.7
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 2579
Item 2.
HCM 7th Signalized Intersection Summary
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 496 121 191 419 0 0 0 0 151 6 386 Future Volume (veh/h) 0 496 121 191 419 0 0 0 0 151 6 386 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 522 74 201 441 0 159 6 66
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1720 767 247 1300 0 212 8 196
Arrive On Green 0.00 0.48 0.48 0.14 0.70 0.00 0.12 0.12 0.12 Sat Flow, veh/h 0 3647 1585 1781 1870 0 1719 65 1585
Grp Volume(v), veh/h 0 522 74 201 441 0 165 0 66
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1784 0 1585 Q Serve(g_s), s 0.0 5.8 1.6 7.1 6.1 0.0 5.8 0.0 2.5
Cycle Q Clear(g_c), s 0.0 5.8 1.6 7.1 6.1 0.0 5.8 0.0 2.5 Prop In Lane 0.00 1.00 1.00 0.00 0.96 1.00
Lane Grp Cap(c), veh/h 0 1720 767 247 1300 0 220 0 196
V/C Ratio(X) 0.00 0.30 0.10 0.81 0.34 0.00 0.75 0.00 0.34 Avail Cap(c_a), veh/h 0 1720 767 438 1300 0 384 0 341
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.93 0.93 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.1 9.1 27.2 4.0 0.0 27.5 0.0 26.1 Incr Delay (d2), s/veh 0.0 0.5 0.3 2.3 0.7 0.0 1.9 0.0 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.7 0.5 2.8 1.1 0.0 2.4 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 10.6 9.3 29.5 4.6 0.0 29.4 0.0 26.4 LnGrp LOS B A C A C C
Approach Vol, veh/h 596 642 231
Approach Delay, s/veh 10.4 12.4 28.6
Approach LOS B B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s13.7 37.5 13.8 51.2
Change Period (Y+Rc), s 4.7 6.0 5.8 6.0
Max Green Setting (Gmax), s 16.0 18.2 14.0 39.2
Max Q Clear Time (g_c+I1), s 9.1 7.8 7.8 8.1
Green Ext Time (p_c), s 0.1 1.5 0.3 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 14.2
HCM 7th LOS B
2580
Item 2.
HCM 7th Signalized Intersection Summary
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 241 413 0 0 489 257 87 3 178 0 0 0 Future Volume (veh/h) 241 413 0 0 489 257 87 3 178 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 262 449 0 0 532 112 95 3 77
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 454 1288 0 0 1214 541 119 4 96
Arrive On Green 0.25 0.69 0.00 0.00 0.34 0.34 0.13 0.13 0.13 Sat Flow, veh/h 1781 1870 0 0 3647 1585 918 29 744
Grp Volume(v), veh/h 262 449 0 0 532 112 175 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1777 1585 1691 0 0 Q Serve(g_s), s 8.4 6.4 0.0 0.0 7.5 3.3 6.5 0.0 0.0
Cycle Q Clear(g_c), s 8.4 6.4 0.0 0.0 7.5 3.3 6.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 0.54 0.44
Lane Grp Cap(c), veh/h 454 1288 0 0 1214 541 219 0 0
V/C Ratio(X) 0.58 0.35 0.00 0.00 0.44 0.21 0.80 0.00 0.00 Avail Cap(c_a), veh/h 454 1288 0 0 1214 541 364 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.1 4.1 0.0 0.0 16.6 15.2 27.5 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.7 0.0 0.0 1.2 0.9 2.5 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 1.2 0.0 0.0 2.7 1.1 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.3 4.8 0.0 0.0 17.7 16.0 30.0 0.0 0.0 LnGrp LOS C A B B C
Approach Vol, veh/h 711 644 175
Approach Delay, s/veh 11.3 17.4 30.0
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.8 22.6 28.2 14.2
Change Period (Y+Rc), s 6.0 6.0 * 6 5.8
Max Green Setting (Gmax), s 39.2 12.0 * 22 14.0
Max Q Clear Time (g_c+I1), s 8.4 10.4 9.5 8.5
Green Ext Time (p_c), s 1.4 0.1 1.8 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 16.0
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2581
Item 2.
HCM 7th TWSC
32: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 1
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - 0 0 1083
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - ---- 1083
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBT WBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Ctrl Dly (s/v) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
2582
Item 2.
HCM 7th TWSC
41: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project PM Peak Hour Synchro 12 Report Fehr & Peers Page 16
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 1 1
Stage 1 - - - - 1 -
Stage 2 - - - - 0 -
Critical Hdwy 4.14 - - - 6.29 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 2.22 - - - 3.67 3.32
Pot Cap-1 Maneuver 1620 - - 0 980 1083
Stage 1 - - - 0 980 -
Stage 2 - - - 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 980 1083
Mov Cap-2 Maneuver - - - - 894 -
Stage 1 - - - - 980 -
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h) 1620 - - -
HCM Lane V/C Ratio ----
HCM Ctrl Dly (s/v) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) 0 - - -
2583
Item 2.
HCM 7th TWSC
1: Calhoun St & Driveway 1 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 1
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 3 292 1 25 186
Future Vol, veh/h 1 3 292 1 25 186
Conflicting Peds, #/hr 0 3 0 3 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 3 317 1 27 202
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 577 165 0 0 321 0
Stage 1 321 -----
Stage 2 257 -----
Critical Hdwy 6.63 6.93 - - 4.13 -
Critical Hdwy Stg 1 5.83 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.519 3.319 - - 2.219 -
Pot Cap-1 Maneuver 462 851 - - 1237 -
Stage 1 709 -----
Stage 2 786 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 449 846 - - 1233 -
Mov Cap-2 Maneuver 449 -----
Stage 1 707 -----
Stage 2 766 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 10.23 0 0.95
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 693 213 -
HCM Lane V/C Ratio - - 0.006 0.022 -
HCM Ctrl Dly (s/v) - - 10.2 8 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0 0.1 -
2584
Item 2.
HCM 7th TWSC
2: Calhoun St & Driveway 2 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 2
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 5 295 0 0 211
Future Vol, veh/h 0 5 295 0 0 211
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 5 321 0 0 229
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 160 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.93 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.319 - - - -
Pot Cap-1 Maneuver 0 857 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 857 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.23 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 857 -
HCM Lane V/C Ratio - - 0.006 -
HCM Ctrl Dly (s/v) - - 9.2 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
2585
Item 2.
HCM 7th AWSC
3: Calhoun St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 3
Intersection
Intersection Delay, s/veh 186.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 308 8 15 596 94 17 247 36 88 188 53 Future Vol, veh/h 28 308 8 15 596 94 17 247 36 88 188 53 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 30 331 9 16 641 101 18 266 39 95 202 57
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay, s/veh 56.8 376 35.2 53.8
HCM LOS F F E F
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 6% 0% 8% 2% 27%
Vol Thru, % 94% 0% 90% 85% 57%
Vol Right, % 0% 100% 2% 13% 16%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 264 36 344 705 329
LT Vol 17 0 28 15 88
Through Vol 247 0 308 596 188
RT Vol 0 36 8 94 53
Lane Flow Rate 284 39 370 758 354
Geometry Grp 5 5 2 2 4a
Degree of Util (X) 0.725 0.091 0.883 1.769 0.858
Departure Headway (Hd) 11.063 10.29 10.47 8.399 10.772
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 329 350 348 440 340
Service Time 8.763 7.99 8.47 6.468 8.772
HCM Lane V/C Ratio 0.863 0.111 1.063 1.723 1.041
HCM Control Delay, s/veh 38.1 14 56.8 376 53.8
HCM Lane LOS E B F F F
HCM 95th-tile Q 5.4 0.3 8.4 46.9 7.8
2586
Item 2.
HCM 7th TWSC
4: Driveway 3 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 4
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 432 0 0 705 0 3
Future Vol, veh/h 432 0 0 705 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 470 0 0 766 0 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - - - - 235
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.93
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.319
Pot Cap-1 Maneuver - 0 0 - 0 768
Stage 1 - 0 0 - 0 -
Stage 2 - 0 0 - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - - 768
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 9.71
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT WBT
Capacity (veh/h) 768 - -
HCM Lane V/C Ratio 0.004 - -
HCM Ctrl Dly (s/v) 9.7 - -
HCM Lane LOS A - -
HCM 95th %tile Q(veh) 0 - -
2587
Item 2.
HCM 7th TWSC
5: Driveway 4 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 5
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 432 3 19 700 5 9
Future Vol, veh/h 432 3 19 700 5 9
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 470 3 21 761 5 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 476 0 1276 242
Stage 1 - - - - 474 -
Stage 2 - - - - 802 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 1084 - 171 759
Stage 1 - - - - 593 -
Stage 2 - - - - 440 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1081 - 165 755
Mov Cap-2 Maneuver - - - - 165 -
Stage 1 - - - - 591 -
Stage 2 - - - - 426 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.22 16.4
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 331 - - 48 -
HCM Lane V/C Ratio 0.046 - - 0.019 -
HCM Ctrl Dly (s/v) 16.4 - - 8.4 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.1 - - 0.1 -
2588
Item 2.
HCM 7th Signalized Intersection Summary
6: Van Buren St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 381 13 32 598 192 15 300 51 128 200 106 Future Volume (veh/h) 47 381 13 32 598 192 15 300 51 128 200 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 419 14 35 657 190 16 330 45 141 220 39 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 84 725 614 68 512 148 39 400 55 173 1151 513 Arrive On Green 0.05 0.39 0.39 0.04 0.37 0.37 0.02 0.25 0.25 0.10 0.32 0.32 Sat Flow, veh/h 1781 1870 1585 1781 1394 403 1781 1611 220 1781 3554 1585 Grp Volume(v), veh/h 52 419 14 35 0 847 16 0 375 141 220 39 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1798 1781 0 1831 1781 1777 1585 Q Serve(g_s), s 2.7 16.9 0.5 1.8 0.0 35.0 0.8 0.0 18.5 7.4 4.3 1.2 Cycle Q Clear(g_c), s 2.7 16.9 0.5 1.8 0.0 35.0 0.8 0.0 18.5 7.4 4.3 1.2 Prop In Lane 1.00 1.00 1.00 0.22 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 84 725 614 68 0 660 39 0 454 173 1151 513 V/C Ratio(X) 0.62 0.58 0.02 0.52 0.00 1.28 0.41 0.00 0.83 0.81 0.19 0.08 Avail Cap(c_a), veh/h 374 725 614 374 0 660 374 0 672 374 1305 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 23.0 18.0 45.0 0.0 30.2 46.0 0.0 33.9 42.2 23.2 12.4 Incr Delay (d2), s/veh 2.8 1.6 0.0 2.3 0.0 138.9 2.6 0.0 8.8 3.5 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 7.0 0.2 0.8 0.0 39.0 0.4 0.0 8.8 3.3 1.7 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.4 24.6 18.1 47.3 0.0 169.0 48.6 0.0 42.7 45.6 23.4 12.5 LnGrp LOS D C B D F D D D C B
Approach Vol, veh/h 485 882 391 400
Approach Delay, s/veh 26.9 164.2 42.9 30.2
Approach LOS C F D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 29.5 8.7 43.2 6.8 36.7 10.7 41.2 Change Period (Y+Rc), s 4.7 5.8 5.1 6.2 4.7 5.8 6.2 * 6.2 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 9.4 20.5 3.8 18.9 2.8 6.3 4.7 37.0 Green Ext Time (p_c), s 0.1 3.2 0.0 3.4 0.0 2.7 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 86.5
HCM 7th LOS F
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2589
Item 2.
HCM 7th TWSC
7: Van Buren St & Driveway 5 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 7
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 2 1 312 225 20
Future Vol, veh/h 54 2 1 312 225 20
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 59 2 1 339 245 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 600 139 269 0 - 0
Stage 1 258 -----
Stage 2 341 -----
Critical Hdwy 6.08 7.13 5.33 - - -
Critical Hdwy Stg 1 6.63 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.669 3.919 3.119 - - -
Pot Cap-1 Maneuver 476 751 869 - - -
Stage 1 693 -----
Stage 2 694 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 473 747 866 - - -
Mov Cap-2 Maneuver 473 -----
Stage 1 690 -----
Stage 2 692 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 13.6 0.03 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 6 - 479 - -
HCM Lane V/C Ratio 0.001 - 0.127 - -
HCM Ctrl Dly (s/v) 9.2 0 13.6 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
2590
Item 2.
HCM 7th Signalized Intersection Summary
8: Calhoun St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 374 25 49 654 184 112 474 186 155 315 82 Future Volume (veh/h) 65 374 25 49 654 184 112 474 186 155 315 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 435 23 57 760 64 130 551 186 180 366 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 142 1089 57 128 982 83 161 710 239 213 878 187 Arrive On Green 0.08 0.32 0.32 0.07 0.30 0.30 0.09 0.27 0.27 0.12 0.30 0.30 Sat Flow, veh/h 1781 3433 181 1781 3316 279 1781 2607 877 1781 2910 621 Grp Volume(v), veh/h 76 225 233 57 407 417 130 375 362 180 222 223 Grp Sat Flow(s),veh/h/ln 1781 1777 1837 1781 1777 1818 1781 1777 1707 1781 1777 1755 Q Serve(g_s), s 4.0 9.8 9.8 3.0 20.6 20.7 7.1 19.2 19.3 9.8 9.8 10.0 Cycle Q Clear(g_c), s 4.0 9.8 9.8 3.0 20.6 20.7 7.1 19.2 19.3 9.8 9.8 10.0 Prop In Lane 1.00 0.10 1.00 0.15 1.00 0.51 1.00 0.35
Lane Grp Cap(c), veh/h 142 564 583 128 526 539 161 484 465 213 536 529 V/C Ratio(X) 0.53 0.40 0.40 0.44 0.77 0.77 0.81 0.78 0.78 0.84 0.41 0.42 Avail Cap(c_a), veh/h 361 630 651 361 630 645 361 630 605 361 630 622 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 26.3 26.4 43.9 31.7 31.7 44.1 33.1 33.2 42.5 27.5 27.6 Incr Delay (d2), s/veh 1.2 0.8 0.8 0.9 6.1 6.0 3.6 5.9 6.4 3.5 0.9 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.1 4.2 1.3 9.2 9.4 3.2 8.6 8.4 4.3 4.1 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.8 27.1 27.1 44.8 37.8 37.7 47.7 39.1 39.5 46.0 28.4 28.5 LnGrp LOS D C C D D D D D D D C C
Approach Vol, veh/h 534 881 867 625
Approach Delay, s/veh 29.6 38.2 40.6 33.5
Approach LOS C D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.5 33.1 11.8 37.3 13.6 36.0 13.9 35.2 Change Period (Y+Rc), s 4.7 6.2 4.7 6.0 4.7 6.2 6.0 * 6 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 11.8 21.3 5.0 11.8 9.1 12.0 6.0 22.7 Green Ext Time (p_c), s 0.1 5.5 0.0 4.2 0.1 4.0 0.1 5.7 Intersection Summary
HCM 7th Control Delay, s/veh 36.3
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2591
Item 2.
HCM 7th Signalized Intersection Summary
9: Van Buren St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 97 546 122 111 597 178 121 558 74 96 383 95 Future Volume (veh/h) 97 546 122 111 597 178 121 558 74 96 383 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 658 51 134 719 75 146 672 72 116 461 69 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 145 1273 99 174 1290 134 176 1010 107 171 956 140 Arrive On Green 0.08 0.38 0.38 0.10 0.40 0.40 0.10 0.22 0.22 0.10 0.21 0.21 Sat Flow, veh/h 1781 3341 259 1781 3248 339 1781 4687 498 1781 4492 659 Grp Volume(v), veh/h 117 350 359 134 393 401 146 487 257 116 347 183 Grp Sat Flow(s),veh/h/ln1781 1777 1823 1781 1777 1809 1781 1702 1781 1781 1702 1746 Q Serve(g_s), s 6.5 15.2 15.2 7.3 17.1 17.2 8.0 13.1 13.3 6.3 8.9 9.2 Cycle Q Clear(g_c), s 6.5 15.2 15.2 7.3 17.1 17.2 8.0 13.1 13.3 6.3 8.9 9.2 Prop In Lane 1.00 0.14 1.00 0.19 1.00 0.28 1.00 0.38
Lane Grp Cap(c), veh/h 145 677 694 174 706 719 176 733 384 171 724 372 V/C Ratio(X) 0.81 0.52 0.52 0.77 0.56 0.56 0.83 0.66 0.67 0.68 0.48 0.49 Avail Cap(c_a), veh/h 164 677 694 182 706 719 182 997 522 182 997 512 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.2 23.9 23.9 44.0 23.3 23.3 44.2 35.9 36.0 43.7 34.5 34.6 Incr Delay (d2), s/veh 17.6 2.4 2.4 15.6 3.2 3.1 24.2 2.2 4.3 7.1 1.1 2.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 6.4 6.6 3.9 7.4 7.5 4.6 5.4 5.9 3.0 3.6 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.8 26.3 26.2 59.7 26.5 26.5 68.5 38.1 40.3 50.8 35.6 36.8 LnGrp LOS E C C E C C E D D D D D
Approach Vol, veh/h 826 928 890 646
Approach Delay, s/veh 31.4 31.3 43.7 38.6
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.3 27.3 14.5 43.9 14.6 27.1 12.8 45.5 Change Period (Y+Rc), s 4.7 5.8 4.7 5.8 4.7 5.8 4.7 5.8 Max Green Setting (Gmax), s 10.2 29.3 10.2 29.3 10.2 29.3 9.2 30.3 Max Q Clear Time (g_c+I1), s 8.3 15.3 9.3 17.2 10.0 11.2 8.5 19.2 Green Ext Time (p_c), s 0.0 6.3 0.0 4.3 0.0 5.2 0.0 4.7 Intersection Summary
HCM 7th Control Delay, s/veh 36.1
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2592
Item 2.
HCM 7th Signalized Intersection Summary
10: Calhoun St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 591 109 47 926 107 263 601 103 82 273 90 Future Volume (veh/h) 72 591 109 47 926 107 263 601 103 82 273 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 664 106 53 1040 111 296 675 105 92 307 72 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 103 2194 346 68 2222 237 282 729 113 115 409 95 Arrive On Green 0.06 0.49 0.49 0.04 0.47 0.47 0.16 0.24 0.24 0.06 0.14 0.14 Sat Flow, veh/h 1781 4445 701 1781 4684 499 1781 3079 478 1781 2863 661 Grp Volume(v), veh/h 81 507 263 53 755 396 296 389 391 92 189 190 Grp Sat Flow(s),veh/h/ln1781 1702 1742 1781 1702 1779 1781 1777 1781 1781 1777 1748 Q Serve(g_s), s 5.4 10.6 10.8 3.5 18.0 18.0 19.0 25.7 25.8 6.1 12.2 12.6 Cycle Q Clear(g_c), s 5.4 10.6 10.8 3.5 18.0 18.0 19.0 25.7 25.8 6.1 12.2 12.6 Prop In Lane 1.00 0.40 1.00 0.28 1.00 0.27 1.00 0.38
Lane Grp Cap(c), veh/h 103 1680 860 68 1615 844 282 421 422 115 254 250 V/C Ratio(X) 0.79 0.30 0.31 0.77 0.47 0.47 1.05 0.93 0.93 0.80 0.74 0.76 Avail Cap(c_a), veh/h 282 1680 860 282 1615 844 282 459 460 282 459 452 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 18.1 18.1 57.2 21.3 21.3 50.5 44.8 44.8 55.4 49.3 49.5 Incr Delay (d2), s/veh 5.0 0.5 0.9 6.8 1.0 1.9 67.2 22.8 23.1 4.8 1.6 1.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 4.0 4.3 1.7 6.9 7.4 13.5 13.6 13.6 2.8 5.4 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.8 18.5 19.0 64.0 22.3 23.2 117.7 67.5 67.8 60.1 50.9 51.3 LnGrp LOS E B B E C C F E E E D D
Approach Vol, veh/h 851 1204 1076 471
Approach Delay, s/veh 22.7 24.4 81.4 52.9
Approach LOS C C F D
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s9.6 64.2 24.0 22.2 11.9 61.9 12.7 33.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 31.0 19.0 31.0 19.0 31.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 5.5 12.8 21.0 14.6 7.4 20.0 8.1 27.8 Green Ext Time (p_c), s 0.0 0.6 0.0 0.3 0.0 1.0 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 44.8
HCM 7th LOS D
2593
Item 2.
HCM 7th Signalized Intersection Summary
11: Van Buren St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 521 195 170 540 97 266 501 452 107 243 212 Future Volume (veh/h) 119 521 195 170 540 97 266 501 452 107 243 212 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 573 121 187 593 48 292 551 397 118 267 125 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 200 960 199 228 862 380 341 968 446 197 380 317 Arrive On Green 0.11 0.23 0.23 0.13 0.24 0.24 0.19 0.28 0.28 0.11 0.20 0.20 Sat Flow, veh/h 1781 4228 875 1781 3554 1565 1781 3404 1568 1781 1870 1562 Grp Volume(v), veh/h 131 459 235 187 593 48 292 551 397 118 267 125 Grp Sat Flow(s),veh/h/ln1781 1702 1699 1781 1777 1565 1781 1702 1568 1781 1870 1562 Q Serve(g_s), s 6.0 10.2 10.6 8.7 12.9 2.0 13.5 11.8 20.6 5.4 11.3 5.9 Cycle Q Clear(g_c), s 6.0 10.2 10.6 8.7 12.9 2.0 13.5 11.8 20.6 5.4 11.3 5.9 Prop In Lane 1.00 0.51 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 200 773 386 228 862 380 341 968 446 197 380 317 V/C Ratio(X) 0.66 0.59 0.61 0.82 0.69 0.13 0.86 0.57 0.89 0.60 0.70 0.39 Avail Cap(c_a), veh/h 419 1601 799 419 1672 736 838 1001 461 838 550 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.2 29.4 29.5 36.1 29.3 25.2 33.3 26.0 29.2 36.0 31.5 29.3 Incr Delay (d2), s/veh 3.6 0.7 1.6 7.2 1.0 0.1 6.2 0.7 18.6 2.9 2.4 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 3.9 4.1 4.0 5.1 0.7 6.0 4.5 9.4 2.4 5.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.8 30.1 31.0 43.3 30.3 25.3 39.5 26.7 47.8 39.0 33.9 30.1 LnGrp LOS D C C D C C D C D D C C
Approach Vol, veh/h 825 828 1240 510
Approach Delay, s/veh 31.9 32.9 36.5 34.1
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s15.9 25.3 21.3 22.6 14.5 26.6 14.4 29.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.3 5.0 6.0 5.0 5.3 Max Green Setting (Gmax), s 20.0 40.0 40.0 25.0 20.0 40.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 10.7 12.6 15.5 13.3 8.0 14.9 7.4 22.6 Green Ext Time (p_c), s 0.3 4.2 0.8 1.4 0.2 3.8 0.3 1.3 Intersection Summary
HCM 7th Control Delay, s/veh 34.1
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. 2594
Item 2.
HCM 7th Signalized Intersection Summary
12: Dillon Rd/Driveway & Avenue 48 The Ranch at Coachella Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 243 814 383 248 0 519 13 358 6 16 28 Future Volume (veh/h) 28 243 814 383 248 0 519 13 358 6 16 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 273 733 430 279 0 583 0 155 7 18 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 40 1817 832 398 1979 0 622 0 802 9 233 62
Arrive On Green 0.02 0.36 0.36 0.22 0.56 0.00 0.17 0.00 0.25 0.01 0.08 0.08 Sat Flow, veh/h 1781 5106 1561 1781 3647 0 3563 0 3170 1781 2777 738 Grp Volume(v), veh/h 31 273 733 430 279 0 583 0 155 7 11 12 Grp Sat Flow(s),veh/h/ln1781 1702 1561 1781 1777 0 1781 0 1585 1781 1777 1738 Q Serve(g_s), s 2.5 5.2 51.0 32.0 5.4 0.0 23.1 0.0 5.5 0.6 0.8 0.9 Cycle Q Clear(g_c), s 2.5 5.2 51.0 32.0 5.4 0.0 23.1 0.0 5.5 0.6 0.8 0.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.42
Lane Grp Cap(c), veh/h 40 1817 832 398 1979 0 622 0 802 9 149 146 V/C Ratio(X) 0.78 0.15 0.88 1.08 0.14 0.00 0.94 0.00 0.19 0.77 0.08 0.08 Avail Cap(c_a), veh/h 398 1817 832 398 1979 0 622 0 802 186 149 146 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.7 31.4 29.8 55.6 15.3 0.0 58.4 0.0 42.0 71.2 60.5 60.6 Incr Delay (d2), s/veh 11.8 0.0 10.5 68.6 0.0 0.0 21.8 0.0 0.5 81.1 1.0 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 2.1 24.2 21.7 2.2 0.0 12.3 0.0 2.2 0.5 0.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 81.5 31.4 40.2 124.2 15.3 0.0 80.2 0.0 42.6 152.3 61.5 61.6 LnGrp LOS F C D F B F D F E E
Approach Vol, veh/h 1037 709 738 30
Approach Delay, s/veh 39.2 81.3 72.3 82.7
Approach LOS D F E F
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s37.6 57.4 30.2 18.1 8.8 86.2 5.9 42.4 Change Period (Y+Rc), s 5.6 6.4 5.2 6.1 5.6 6.4 5.2 6.1 Max Green Setting (Gmax), s 32.0 51.0 25.0 12.0 32.0 51.0 15.0 22.0 Max Q Clear Time (g_c+I1), s 34.0 53.0 25.1 2.9 4.5 7.4 2.6 7.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 61.3
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 2595
Item 2.
HCM 7th Signalized Intersection Summary
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1042 78 255 677 0 0 0 0 356 0 251 Future Volume (veh/h) 0 1042 78 255 677 0 0 0 0 356 0 251 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 1171 77 287 761 0 400 0 119
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1216 542 336 1128 0 384 0 341
Arrive On Green 0.00 0.34 0.34 0.19 0.60 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3647 1585 1781 1870 0 1781 0 1585
Grp Volume(v), veh/h 0 1171 77 287 761 0 400 0 119
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1781 0 1585 Q Serve(g_s), s 0.0 21.0 2.2 10.1 17.7 0.0 14.0 0.0 4.1 Cycle Q Clear(g_c), s 0.0 21.0 2.2 10.1 17.7 0.0 14.0 0.0 4.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1216 542 336 1128 0 384 0 341
V/C Ratio(X) 0.00 0.96 0.14 0.85 0.67 0.00 1.04 0.00 0.35 Avail Cap(c_a), veh/h 0 1216 542 493 1128 0 384 0 341
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.30 0.30 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 21.0 14.8 25.5 8.6 0.0 25.5 0.0 21.6 Incr Delay (d2), s/veh 0.0 18.4 0.5 2.1 1.0 0.0 57.5 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 10.0 0.7 3.8 4.4 0.0 11.5 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 39.4 15.3 27.6 9.6 0.0 83.0 0.0 21.9 LnGrp LOS D B C A F C
Approach Vol, veh/h 1248 1048 519
Approach Delay, s/veh 37.9 14.5 69.0
Approach LOS D B E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s17.0 28.2 19.8 45.2
Change Period (Y+Rc), s 4.7 6.0 5.8 6.0
Max Green Setting (Gmax), s 18.0 16.2 14.0 39.2
Max Q Clear Time (g_c+I1), s 12.1 23.0 16.0 19.7
Green Ext Time (p_c), s 0.2 0.0 0.0 2.7
Intersection Summary
HCM 7th Control Delay, s/veh 34.9
HCM 7th LOS C
2596
Item 2.
HCM 7th Signalized Intersection Summary
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 495 901 0 0 773 383 151 3 285 0 0 0 Future Volume (veh/h) 495 901 0 0 773 383 151 3 285 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 538 979 0 0 840 109 164 3 237
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 757 1434 0 0 886 395 181 3 261
Arrive On Green 0.42 0.77 0.00 0.00 0.25 0.25 0.27 0.27 0.27 Sat Flow, veh/h 1781 1870 0 0 3647 1585 674 12 975
Grp Volume(v), veh/h 538 979 0 0 840 109 404 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1777 1585 1661 0 0 Q Serve(g_s), s 16.2 16.7 0.0 0.0 15.1 3.6 15.3 0.0 0.0 Cycle Q Clear(g_c), s 16.2 16.7 0.0 0.0 15.1 3.6 15.3 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 0.41 0.59
Lane Grp Cap(c), veh/h 757 1434 0 0 886 395 445 0 0
V/C Ratio(X) 0.71 0.68 0.00 0.00 0.95 0.28 0.91 0.00 0.00 Avail Cap(c_a), veh/h 757 1434 0 0 886 395 460 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 15.4 3.7 0.0 0.0 24.0 19.7 23.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.0 0.0 20.0 1.7 20.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.0 0.5 0.0 0.0 7.7 1.3 7.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.6 4.0 0.0 0.0 44.0 21.4 43.6 0.0 0.0 LnGrp LOS B A D C D
Approach Vol, veh/h 1517 949 404
Approach Delay, s/veh 8.1 41.4 43.6
Approach LOS A D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 56.2 34.0 22.2 23.2
Change Period (Y+Rc), s 6.0 6.0 * 6 5.8
Max Green Setting (Gmax), s 35.2 14.0 * 16 18.0
Max Q Clear Time (g_c+I1), s 18.7 18.2 17.1 17.3
Green Ext Time (p_c), s 3.8 0.0 0.0 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 24.1
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2597
Item 2.
HCM 7th TWSC
32: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 1
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - 0 0 1083
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - ---- 1083
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBT WBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Ctrl Dly (s/v) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
2598
Item 2.
HCM 7th TWSC
41: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 16
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 1 1
Stage 1 - - - - 1 -
Stage 2 - - - - 0 -
Critical Hdwy 4.14 - - - 6.29 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 2.22 - - - 3.67 3.32
Pot Cap-1 Maneuver 1620 - - 0 980 1083
Stage 1 - - - 0 980 -
Stage 2 - - - 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 980 1083
Mov Cap-2 Maneuver - - - - 894 -
Stage 1 - - - - 980 -
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h) 1620 - - -
HCM Lane V/C Ratio ----
HCM Ctrl Dly (s/v) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) 0 - - -
2599
Item 2.
HCM 7th TWSC
1: Calhoun St & Driveway 1 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 1
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 7 174 2 56 164
Future Vol, veh/h 1 7 174 2 56 164
Conflicting Peds, #/hr 0 3 0 3 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 8 189 2 61 178
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 493 102 0 0 194 0
Stage 1 193 -----
Stage 2 300 -----
Critical Hdwy 6.63 6.93 - - 4.13 -
Critical Hdwy Stg 1 5.83 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.519 3.319 - - 2.219 -
Pot Cap-1 Maneuver 520 934 - - 1377 -
Stage 1 821 -----
Stage 2 751 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 493 929 - - 1374 -
Mov Cap-2 Maneuver 493 -----
Stage 1 819 -----
Stage 2 714 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.35 0 1.97
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 836 458 -
HCM Lane V/C Ratio - - 0.01 0.044 -
HCM Ctrl Dly (s/v) - - 9.3 7.7 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0.1 -
2600
Item 2.
HCM 7th TWSC
2: Calhoun St & Driveway 2 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 2
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 15 180 1 0 220
Future Vol, veh/h 0 15 180 1 0 220
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 16 196 1 0 239
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 98 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.93 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.319 - - - -
Pot Cap-1 Maneuver 0 939 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 939 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 939 -
HCM Lane V/C Ratio - - 0.017 -
HCM Ctrl Dly (s/v) - - 8.9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
2601
Item 2.
HCM 7th AWSC
3: Calhoun St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 3
Intersection
Intersection Delay, s/veh 286.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 42 602 10 31 440 76 15 159 21 132 179 38 Future Vol, veh/h 42 602 10 31 440 76 15 159 21 132 179 38 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 743 12 38 543 94 19 196 26 163 221 47
Number of Lanes 010010011010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1112
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1211
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2111
HCM Control Delay, s/veh 447 306.2 30.8 99
HCM LOS F F D F
Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1
Vol Left, % 9% 0% 6% 6% 38%
Vol Thru, % 91% 0% 92% 80% 51%
Vol Right, % 0% 100% 2% 14% 11%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 174 21 654 547 349
LT Vol 15 0 42 31 132
Through Vol 159 0 602 440 179
RT Vol 0 21 10 76 38
Lane Flow Rate 215 26 807 675 431
Geometry Grp 5 5 2 2 4a
Degree of Util (X) 0.583 0.065 1.919 1.591 1.037
Departure Headway (Hd) 13.115 12.325 10.181 10.814 12.093 Convergence, Y/N Yes Yes Yes Yes Yes
Cap 277 292 363 344 306
Service Time 10.815 10.025 8.181 8.814 10.093
HCM Lane V/C Ratio 0.776 0.089 2.223 1.962 1.408
HCM Control Delay, s/veh 32.6 15.9 447 306.2 99
HCM Lane LOS D C F F F
HCM 95th-tile Q 3.4 0.2 46.1 31 11.5
2602
Item 2.
HCM 7th TWSC
4: Driveway 3 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 755 0 0 547 0 9
Future Vol, veh/h 755 0 0 547 0 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 821 0 0 595 0 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 - - - - 410
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.93
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.319
Pot Cap-1 Maneuver - 0 0 - 0 591
Stage 1 - 0 0 - 0 -
Stage 2 - 0 0 - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - - 591
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 11.19
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT WBT
Capacity (veh/h) 591 - -
HCM Lane V/C Ratio 0.017 - -
HCM Ctrl Dly (s/v) 11.2 - -
HCM Lane LOS B - -
HCM 95th %tile Q(veh) 0.1 - -
2603
Item 2.
HCM 7th TWSC
5: Driveway 4 & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 5
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 759 5 32 543 4 8
Future Vol, veh/h 759 5 32 543 4 8
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 825 5 35 590 4 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 833 0 1491 421
Stage 1 - - - - 831 -
Stage 2 - - - - 660 -
Critical Hdwy - - 4.13 - 6.63 6.93
Critical Hdwy Stg 1 - - - - 5.83 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 797 - 125 582
Stage 1 - - - - 389 -
Stage 2 - - - - 513 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 795 - 116 578
Mov Cap-2 Maneuver - - - - 116 -
Stage 1 - - - - 388 -
Stage 2 - - - - 480 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.54 20.26
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 249 - - 100 -
HCM Lane V/C Ratio 0.052 - - 0.044 -
HCM Ctrl Dly (s/v) 20.3 - - 9.7 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
2604
Item 2.
HCM 7th Signalized Intersection Summary
6: Van Buren St & Avenue 52 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 710 12 35 502 120 16 278 51 176 209 57 Future Volume (veh/h) 45 710 12 35 502 120 16 278 51 176 209 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 747 13 37 528 111 17 293 42 185 220 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 717 607 70 549 115 41 361 52 219 1159 517 Arrive On Green 0.04 0.38 0.38 0.04 0.37 0.37 0.02 0.23 0.23 0.12 0.33 0.33 Sat Flow, veh/h 1781 1870 1585 1781 1499 315 1781 1600 229 1781 3554 1585 Grp Volume(v), veh/h 47 747 13 37 0 639 17 0 335 185 220 22 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1814 1781 0 1829 1781 1777 1585 Q Serve(g_s), s 2.5 36.6 0.5 1.9 0.0 32.9 0.9 0.0 16.6 9.7 4.2 0.7 Cycle Q Clear(g_c), s 2.5 36.6 0.5 1.9 0.0 32.9 0.9 0.0 16.6 9.7 4.2 0.7 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 80 717 607 70 0 664 41 0 413 219 1159 517 V/C Ratio(X) 0.59 1.04 0.02 0.53 0.00 0.96 0.42 0.00 0.81 0.84 0.19 0.04 Avail Cap(c_a), veh/h 373 717 607 373 0 665 373 0 671 373 1303 581 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 29.4 18.3 45.0 0.0 29.6 46.0 0.0 35.0 40.9 23.1 12.3 Incr Delay (d2), s/veh 2.6 45.1 0.0 2.3 0.0 25.9 2.5 0.0 7.9 3.4 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 23.6 0.2 0.9 0.0 17.6 0.4 0.0 7.8 4.3 1.7 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.3 74.5 18.3 47.3 0.0 55.5 48.5 0.0 42.9 44.3 23.3 12.3 LnGrp LOS D F B D E D D D C B
Approach Vol, veh/h 807 676 352 427
Approach Delay, s/veh 72.0 55.1 43.2 31.8
Approach LOS E E D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.5 27.4 8.9 42.8 6.9 36.9 10.5 41.2 Change Period (Y+Rc), s 4.7 5.8 5.1 6.2 4.7 5.8 6.2 * 6.2 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 11.7 18.6 3.9 38.6 2.9 6.2 4.5 34.9 Green Ext Time (p_c), s 0.1 3.0 0.0 0.0 0.0 2.6 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 54.9
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2605
Item 2.
HCM 7th TWSC
7: Van Buren St & Driveway 5 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 7
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 2 2 303 221 35
Future Vol, veh/h 42 2 2 303 221 35
Conflicting Peds, #/hr 0 3 3 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 46 2 2 329 240 38
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 596 145 281 0 - 0
Stage 1 262 -----
Stage 2 334 -----
Critical Hdwy 6.08 7.13 5.33 - - -
Critical Hdwy Stg 1 6.63 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.669 3.919 3.119 - - -
Pot Cap-1 Maneuver 479 745 858 - - -
Stage 1 690 -----
Stage 2 700 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 474 741 855 - - -
Mov Cap-2 Maneuver 474 -----
Stage 1 686 -----
Stage 2 698 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 13.29 0.06 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 12 - 482 - -
HCM Lane V/C Ratio 0.003 - 0.099 - -
HCM Ctrl Dly (s/v) 9.2 0 13.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.3 - -
2606
Item 2.
HCM 7th Signalized Intersection Summary
8: Calhoun St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 63 688 50 39 543 167 58 319 101 233 370 74 Future Volume (veh/h) 63 688 50 39 543 167 58 319 101 233 370 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 773 50 45 610 51 65 358 89 262 416 73 Peak Hour Factor 0.89 0.89 0.89 0.86 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 172 1061 69 122 898 75 146 568 139 300 869 151 Arrive On Green 0.10 0.31 0.31 0.07 0.27 0.27 0.08 0.20 0.20 0.17 0.29 0.29 Sat Flow, veh/h 1781 3387 219 1781 3318 277 1781 2823 693 1781 3023 526 Grp Volume(v), veh/h 71 405 418 45 326 335 65 224 223 262 243 246 Grp Sat Flow(s),veh/h/ln 1781 1777 1830 1781 1777 1819 1781 1777 1740 1781 1777 1772 Q Serve(g_s), s 3.3 17.6 17.7 2.1 14.3 14.3 3.0 10.0 10.2 12.5 9.8 10.0 Cycle Q Clear(g_c), s 3.3 17.6 17.7 2.1 14.3 14.3 3.0 10.0 10.2 12.5 9.8 10.0 Prop In Lane 1.00 0.12 1.00 0.15 1.00 0.40 1.00 0.30
Lane Grp Cap(c), veh/h 172 557 573 122 481 492 146 358 350 300 511 510 V/C Ratio(X) 0.41 0.73 0.73 0.37 0.68 0.68 0.45 0.63 0.64 0.87 0.48 0.48 Avail Cap(c_a), veh/h 410 716 737 410 716 732 410 716 701 410 716 714 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 26.5 26.6 38.7 28.3 28.3 38.0 31.7 31.8 35.2 25.6 25.6 Incr Delay (d2), s/veh 0.6 3.8 3.7 0.7 2.9 2.8 0.8 3.1 3.3 11.6 1.2 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 7.5 7.8 0.9 6.0 6.1 1.3 4.3 4.3 6.0 4.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.6 30.4 30.3 39.4 31.2 31.2 38.8 34.8 35.1 46.9 26.7 26.8 LnGrp LOS D C C D C C D C D D C C
Approach Vol, veh/h 894 706 512 751
Approach Delay, s/veh 30.9 31.7 35.4 33.8
Approach LOS C C D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.3 23.7 10.7 33.2 11.8 31.2 14.4 29.5 Change Period (Y+Rc), s 4.7 6.2 4.7 6.0 4.7 6.2 6.0 * 6 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 20.0 35.0 20.0 * 35 Max Q Clear Time (g_c+I1), s 14.5 12.2 4.1 19.7 5.0 12.0 5.3 16.3 Green Ext Time (p_c), s 0.2 4.0 0.0 6.7 0.0 4.4 0.1 5.7 Intersection Summary
HCM 7th Control Delay, s/veh 32.7
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2607
Item 2.
HCM 7th Signalized Intersection Summary
9: Van Buren St & Avenue 50 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 762 106 74 604 124 79 381 71 179 557 106 Future Volume (veh/h) 129 762 106 74 604 124 79 381 71 179 557 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 137 811 43 79 643 49 84 405 46 190 593 84 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 164 1383 73 158 1338 102 161 915 102 182 940 131 Arrive On Green 0.09 0.40 0.40 0.09 0.40 0.40 0.09 0.20 0.20 0.10 0.21 0.21 Sat Flow, veh/h 1781 3432 182 1781 3347 255 1781 4661 520 1781 4523 632 Grp Volume(v), veh/h 137 420 434 79 341 351 84 294 157 190 444 233 Grp Sat Flow(s),veh/h/ln1781 1777 1837 1781 1777 1825 1781 1702 1777 1781 1702 1751 Q Serve(g_s), s 7.6 18.5 18.5 4.2 14.3 14.3 4.5 7.6 7.8 10.2 11.9 12.1 Cycle Q Clear(g_c), s 7.6 18.5 18.5 4.2 14.3 14.3 4.5 7.6 7.8 10.2 11.9 12.1 Prop In Lane 1.00 0.10 1.00 0.14 1.00 0.29 1.00 0.36
Lane Grp Cap(c), veh/h 164 716 740 158 710 729 161 668 349 182 708 364 V/C Ratio(X) 0.84 0.59 0.59 0.50 0.48 0.48 0.52 0.44 0.45 1.05 0.63 0.64 Avail Cap(c_a), veh/h 164 716 740 182 710 729 182 997 521 182 997 513 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.59 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 23.3 23.3 43.4 22.3 22.3 43.4 35.4 35.4 44.9 36.1 36.2 Incr Delay (d2), s/veh 18.5 2.1 2.0 0.9 2.3 2.3 1.0 1.0 1.9 79.3 2.0 4.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 7.6 7.8 1.9 6.1 6.3 2.0 3.1 3.4 8.3 4.9 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 63.1 25.4 25.4 44.3 24.6 24.6 44.4 36.3 37.4 124.2 38.0 40.1 LnGrp LOS E C C D C C D D D F D D
Approach Vol, veh/h 991 771 535 867
Approach Delay, s/veh 30.6 26.6 37.9 57.5
Approach LOS C C D E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s14.9 25.4 13.6 46.1 13.7 26.6 13.9 45.8 Change Period (Y+Rc), s 4.7 5.8 4.7 5.8 4.7 5.8 4.7 5.8 Max Green Setting (Gmax), s 10.2 29.3 10.2 29.3 10.2 29.3 9.2 30.3 Max Q Clear Time (g_c+I1), s 12.2 9.8 6.2 20.5 6.5 14.1 9.6 16.3 Green Ext Time (p_c), s 0.0 4.5 0.0 4.2 0.0 6.0 0.0 4.7 Intersection Summary
HCM 7th Control Delay, s/veh 38.2
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2608
Item 2.
HCM 7th Signalized Intersection Summary
10: Calhoun St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 984 278 84 787 74 147 345 54 120 547 105 Future Volume (veh/h) 75 984 278 84 787 74 147 345 54 120 547 105 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 1025 258 88 820 71 153 359 46 125 570 95 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 99 1876 472 111 2240 193 179 713 91 151 637 106 Arrive On Green 0.06 0.46 0.46 0.06 0.47 0.47 0.10 0.23 0.23 0.08 0.21 0.21 Sat Flow, veh/h 1781 4065 1022 1781 4786 413 1781 3169 403 1781 3048 506 Grp Volume(v), veh/h 78 858 425 88 582 309 153 200 205 125 332 333 Grp Sat Flow(s),veh/h/ln1781 1702 1682 1781 1702 1795 1781 1777 1795 1781 1777 1777 Q Serve(g_s), s 5.2 21.8 21.8 5.8 13.2 13.3 10.1 11.8 12.0 8.3 21.8 21.9 Cycle Q Clear(g_c), s 5.2 21.8 21.8 5.8 13.2 13.3 10.1 11.8 12.0 8.3 21.8 21.9 Prop In Lane 1.00 0.61 1.00 0.23 1.00 0.22 1.00 0.28
Lane Grp Cap(c), veh/h 99 1571 777 111 1593 840 179 400 404 151 371 371 V/C Ratio(X) 0.79 0.55 0.55 0.79 0.37 0.37 0.85 0.50 0.51 0.83 0.89 0.90 Avail Cap(c_a), veh/h 282 1571 777 282 1593 840 282 459 464 282 459 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 23.3 23.3 55.5 20.5 20.5 53.1 40.6 40.7 54.1 46.2 46.2 Incr Delay (d2), s/veh 5.1 1.4 2.8 4.8 0.6 1.2 8.2 0.4 0.4 4.4 15.1 15.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 8.4 8.6 2.7 5.0 5.5 4.8 5.1 5.2 3.8 10.9 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.0 24.6 26.0 60.3 21.1 21.7 61.3 41.0 41.0 58.5 61.3 62.0 LnGrp LOS E C C E C C E D D E E E
Approach Vol, veh/h 1361 979 558 790
Approach Delay, s/veh 27.2 24.8 46.6 61.1
Approach LOS C C D E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s12.5 60.4 17.1 30.1 11.7 61.2 15.1 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 31.0 19.0 31.0 19.0 31.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 7.8 23.8 12.1 23.9 7.2 15.3 10.3 14.0 Green Ext Time (p_c), s 0.0 1.0 0.0 0.4 0.0 0.7 0.0 0.3 Intersection Summary
HCM 7th Control Delay, s/veh 36.8
HCM 7th LOS D
2609
Item 2.
HCM 7th Signalized Intersection Summary
11: Van Buren St & Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 645 412 390 653 85 208 347 289 90 466 85 Future Volume (veh/h) 53 645 412 390 653 85 208 347 289 90 466 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 679 275 411 687 38 219 365 210 95 491 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 132 920 366 322 1293 572 255 966 445 152 423 354 Arrive On Green 0.07 0.26 0.26 0.18 0.36 0.36 0.14 0.28 0.28 0.09 0.23 0.23 Sat Flow, veh/h 1781 3575 1423 1781 3554 1572 1781 3404 1568 1781 1870 1564 Grp Volume(v), veh/h 56 646 308 411 687 38 219 365 210 95 491 72 Grp Sat Flow(s),veh/h/ln1781 1702 1594 1781 1777 1572 1781 1702 1568 1781 1870 1564 Q Serve(g_s), s 3.3 19.2 19.7 20.0 16.9 1.7 13.3 9.5 12.2 5.7 25.0 4.1 Cycle Q Clear(g_c), s 3.3 19.2 19.7 20.0 16.9 1.7 13.3 9.5 12.2 5.7 25.0 4.1 Prop In Lane 1.00 0.89 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 132 876 410 322 1293 572 255 966 445 152 423 354 V/C Ratio(X) 0.42 0.74 0.75 1.28 0.53 0.07 0.86 0.38 0.47 0.62 1.16 0.20 Avail Cap(c_a), veh/h 322 1231 577 322 1293 572 644 966 445 644 423 354 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 37.6 37.8 45.3 27.7 22.9 46.3 31.8 32.8 48.9 42.8 34.7 Incr Delay (d2), s/veh 2.1 1.5 3.5 146.1 0.4 0.0 8.2 0.2 0.8 4.1 95.8 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 7.8 7.7 21.5 6.8 0.6 6.3 3.8 4.6 2.6 22.3 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.1 39.1 41.3 191.4 28.2 23.0 54.5 32.0 33.5 53.0 138.6 35.0 LnGrp LOS D D D F C C D C C D F D
Approach Vol, veh/h 1010 1136 794 658
Approach Delay, s/veh 40.4 87.1 38.6 114.9
Approach LOS D F D F
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s25.0 34.5 20.8 30.3 13.2 46.3 14.5 36.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.3 5.0 6.0 5.0 5.3 Max Green Setting (Gmax), s 20.0 40.0 40.0 25.0 20.0 40.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 22.0 21.7 15.3 27.0 5.3 18.9 7.7 14.2 Green Ext Time (p_c), s 0.0 5.5 0.6 0.0 0.1 4.2 0.2 2.5 Intersection Summary
HCM 7th Control Delay, s/veh 68.4
HCM 7th LOS E
Notes
User approved pedestrian interval to be less than phase max green. 2610
Item 2.
HCM 7th Signalized Intersection Summary
12: Dillon Rd/Driveway & Avenue 48 The Ranch at Coachella Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 309 685 457 286 3 845 7 594 3 10 26 Future Volume (veh/h) 15 309 685 457 286 3 845 7 594 3 10 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 315 511 466 292 3 862 0 217 3 10 5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 18 1407 741 447 1862 19 699 0 913 4 222 103
Arrive On Green 0.01 0.28 0.28 0.25 0.52 0.52 0.20 0.00 0.29 0.00 0.09 0.09 Sat Flow, veh/h 1781 5106 1560 1781 3603 37 3563 0 3170 1781 2361 1090 Grp Volume(v), veh/h 15 315 511 466 144 151 862 0 217 3 7 8 Grp Sat Flow(s),veh/h/ln1781 1702 1560 1781 1777 1863 1781 0 1585 1781 1777 1674 Q Serve(g_s), s 1.1 6.1 32.8 32.0 5.4 5.4 25.0 0.0 6.7 0.2 0.5 0.5 Cycle Q Clear(g_c), s 1.1 6.1 32.8 32.0 5.4 5.4 25.0 0.0 6.7 0.2 0.5 0.5 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 0.65
Lane Grp Cap(c), veh/h 18 1407 741 447 918 963 699 0 913 4 167 158 V/C Ratio(X) 0.85 0.22 0.69 1.04 0.16 0.16 1.23 0.00 0.24 0.71 0.04 0.05 Avail Cap(c_a), veh/h 447 2044 935 447 918 963 699 0 913 210 167 158 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.0 35.6 26.4 47.7 16.2 16.2 51.2 0.0 34.7 63.5 52.5 52.5 Incr Delay (d2), s/veh 31.1 0.0 0.9 53.8 0.0 0.0 117.1 0.0 0.6 118.2 0.5 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 2.5 12.2 20.5 2.2 2.3 22.5 0.0 2.7 0.2 0.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.1 35.7 27.3 101.5 16.2 16.2 168.3 0.0 35.3 181.8 53.0 53.1 LnGrp LOS F D C F B B F D F D D
Approach Vol, veh/h 841 761 1079 18
Approach Delay, s/veh 31.6 68.4 141.6 74.5
Approach LOS C E F E
Timer - Assigned Phs 1 2 3 4 5678
Phs Duration (G+Y+Rc), s37.6 41.5 30.2 18.1 6.9 72.2 5.5 42.8 Change Period (Y+Rc), s 5.6 6.4 5.2 6.1 5.6 6.4 5.2 6.1 Max Green Setting (Gmax), s 32.0 51.0 25.0 12.0 32.0 51.0 15.0 22.0 Max Q Clear Time (g_c+I1), s 34.0 34.8 27.0 2.5 3.1 7.4 2.2 8.7 Green Ext Time (p_c), s 0.0 0.3 0.0 0.0 0.0 0.2 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 86.2
HCM 7th LOS F
Notes
User approved pedestrian interval to be less than phase max green.
User approved volume balancing among the lanes for turning movement. 2611
Item 2.
HCM 7th Signalized Intersection Summary
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1006 129 358 846 0 0 0 0 471 6 482 Future Volume (veh/h) 0 1006 129 358 846 0 0 0 0 471 6 482 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 1059 112 377 891 0 496 6 386
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2
Cap, veh/h 0 1046 467 421 1128 0 379 5 341
Arrive On Green 0.00 0.29 0.29 0.24 0.60 0.00 0.22 0.22 0.22 Sat Flow, veh/h 0 3647 1585 1781 1870 0 1761 21 1585
Grp Volume(v), veh/h 0 1059 112 377 891 0 502 0 386
Grp Sat Flow(s),veh/h/ln 0 1777 1585 1781 1870 0 1782 0 1585 Q Serve(g_s), s 0.0 19.1 3.5 13.3 23.5 0.0 14.0 0.0 14.0 Cycle Q Clear(g_c), s 0.0 19.1 3.5 13.3 23.5 0.0 14.0 0.0 14.0 Prop In Lane 0.00 1.00 1.00 0.00 0.99 1.00
Lane Grp Cap(c), veh/h 0 1046 467 421 1128 0 384 0 341
V/C Ratio(X) 0.00 1.01 0.24 0.90 0.79 0.00 1.31 0.00 1.13 Avail Cap(c_a), veh/h 0 1046 467 438 1128 0 384 0 341
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.16 0.16 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.9 17.4 24.0 9.8 0.0 25.5 0.0 25.5 Incr Delay (d2), s/veh 0.0 30.8 1.2 4.0 1.0 0.0 156.1 0.0 89.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 10.9 1.2 5.2 5.6 0.0 22.1 0.0 13.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 53.8 18.6 28.1 10.7 0.0 181.6 0.0 114.5 LnGrp LOS F B C B F F
Approach Vol, veh/h 1171 1268 888
Approach Delay, s/veh 50.4 15.9 152.4
Approach LOS D B F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s20.1 25.1 19.8 45.2
Change Period (Y+Rc), s 4.7 6.0 5.8 6.0
Max Green Setting (Gmax), s 16.0 18.2 14.0 39.2
Max Q Clear Time (g_c+I1), s 15.3 21.1 16.0 25.5
Green Ext Time (p_c), s 0.1 0.0 0.0 3.0
Intersection Summary
HCM 7th Control Delay, s/veh 64.5
HCM 7th LOS E
2612
Item 2.
HCM 7th Signalized Intersection Summary
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 1175 0 0 1076 552 94 3 361 0 0 0 Future Volume (veh/h) 310 1175 0 0 1076 552 94 3 361 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 337 1277 0 0 1170 205 102 3 342
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 729 1576 0 0 1214 541 80 2 268
Arrive On Green 0.41 0.84 0.00 0.00 0.34 0.34 0.22 0.22 0.22 Sat Flow, veh/h 1781 1870 0 0 3647 1585 371 11 1245
Grp Volume(v), veh/h 337 1277 0 0 1170 205 447 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1777 1585 1628 0 0 Q Serve(g_s), s 9.0 22.0 0.0 0.0 21.0 6.4 14.0 0.0 0.0
Cycle Q Clear(g_c), s 9.0 22.0 0.0 0.0 21.0 6.4 14.0 0.0 0.0 Prop In Lane 1.00 0.00 0.00 1.00 0.23 0.77
Lane Grp Cap(c), veh/h 729 1576 0 0 1214 541 351 0 0
V/C Ratio(X) 0.46 0.81 0.00 0.00 0.96 0.38 1.28 0.00 0.00 Avail Cap(c_a), veh/h 729 1576 0 0 1214 541 351 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.0 2.5 0.0 0.0 21.0 16.2 25.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 18.5 2.0 144.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.2 0.0 0.0 10.0 2.2 19.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.0 3.0 0.0 0.0 39.5 18.2 169.7 0.0 0.0 LnGrp LOS B A D B F
Approach Vol, veh/h 1614 1375 447
Approach Delay, s/veh 5.3 36.3 169.7
Approach LOS A D F
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 60.8 32.6 28.2 19.8
Change Period (Y+Rc), s 6.0 6.0 * 6 5.8
Max Green Setting (Gmax), s 39.2 12.0 * 22 14.0
Max Q Clear Time (g_c+I1), s 24.0 11.0 23.0 16.0
Green Ext Time (p_c), s 6.0 0.1 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 39.1
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. 2613
Item 2.
HCM 7th TWSC
32: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 15
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 1
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - 0 0 1083
Stage 1 0 - - 0 0 -
Stage 2 0 - - 0 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - ---- 1083
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBT WBT SBLn1
Capacity (veh/h) - - -
HCM Lane V/C Ratio - - -
HCM Ctrl Dly (s/v) - - 0
HCM Lane LOS - - A
HCM 95th %tile Q(veh) - - -
2614
Item 2.
HCM 7th TWSC
41: Avenue 48 The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 16
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 1 1
Stage 1 - - - - 1 -
Stage 2 - - - - 0 -
Critical Hdwy 4.14 - - - 6.29 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 2.22 - - - 3.67 3.32
Pot Cap-1 Maneuver 1620 - - 0 980 1083
Stage 1 - - - 0 980 -
Stage 2 - - - 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 980 1083
Mov Cap-2 Maneuver - - - - 894 -
Stage 1 - - - - 980 -
Stage 2 - -----
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h) 1620 - - -
HCM Lane V/C Ratio ----
HCM Ctrl Dly (s/v) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) 0 - - -
2615
Item 2.
COVA Transportation Impact StudyP
Appendix F:
Queuing Sheets
2616
Item 2.
Queues
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT SBT SBR
Lane Group Flow (vph) 1171 88 287 761 400 282
v/c Ratio 1.06 0.15 0.74 0.68 1.05 0.56
Control Delay (s/veh) 72.2 2.8 39.7 12.8 89.0 11.8
Queue Delay 15.4 0.0 0.0 0.0 17.9 0.0
Total Delay (s/veh) 87.5 2.8 39.7 12.8 106.8 11.8
Queue Length 50th (ft) ~283 0 116 103 ~178 24
Queue Length 95th (ft) #431 17 m129 m145 #325 85
Internal Link Dist (ft) 3314 338 1598
Turn Bay Length (ft)
Base Capacity (vph) 1102 579 490 1123 381 504
Starvation Cap Reductn 000000
Spillback Cap Reductn 88 0 0 0 17 0
Storage Cap Reductn 000000
Reduced v/c Ratio 1.15 0.15 0.59 0.68 1.10 0.56
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. 2617
Item 2.
Queues
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects AM Peak Hour Synchro 12 Report Fehr & Peers Page 2
Lane Group EBL EBT WBT WBR NBT
Lane Group Flow (vph) 538 979 840 416 477
v/c Ratio 1.38 0.95 0.91 0.59 0.93
Control Delay (s/veh) 196.2 14.9 39.9 7.4 46.1
Queue Delay 0.0 44.1 0.0 0.0 0.0
Total Delay (s/veh) 196.2 59.0 39.9 7.4 46.1
Queue Length 50th (ft) ~293 411 172 8 145
Queue Length 95th (ft) m#266 m99 #283 75 #313
Internal Link Dist (ft) 338 369 1326
Turn Bay Length (ft) 240 115
Base Capacity (vph) 389 1032 927 701 534
Starvation Cap Reductn 0 218000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.38 1.20 0.91 0.59 0.89
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. 2618
Item 2.
Queues
13: SR-86 SB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 1
Lane Group EBT EBR WBL WBT SBT SBR
Lane Group Flow (vph) 1059 136 377 891 502 507
v/c Ratio 1.02 0.24 0.90 0.79 1.31 1.10
Control Delay (s/veh) 59.0 5.1 34.1 7.4 185.4 91.3
Queue Delay 0.0 0.0 0.0 49.8 1.9 0.0
Total Delay (s/veh) 59.0 5.1 34.1 57.1 187.3 91.3
Queue Length 50th (ft) ~247 0 91 99 ~264 ~179
Queue Length 95th (ft) #360 35 m95 m91 #430 #353
Internal Link Dist (ft) 3314 338 1598
Turn Bay Length (ft)
Base Capacity (vph) 1039 560 435 1123 382 463
Starvation Cap Reductn 0 0 0 337 0 0
Spillback Cap Reductn 0 0 0 0 62 0
Storage Cap Reductn 000000
Reduced v/c Ratio 1.02 0.24 0.87 1.13 1.57 1.10
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. 2619
Item 2.
Queues
14: SR-86 NB Ramps & Dillon Rd The Ranch at Coachella
Opening Year (2030) with Project and Cumulative Projects PM Peak Hour Synchro 12 Report Fehr & Peers Page 2
Lane Group EBL EBT WBT WBR NBT
Lane Group Flow (vph) 337 1277 1170 600 497
v/c Ratio 1.01 1.14 0.97 0.71 1.23
Control Delay (s/veh) 43.6 84.8 42.5 10.1 146.8
Queue Delay 0.0 0.1 0.0 0.0 0.0
Total Delay (s/veh) 43.6 84.9 42.5 10.1 146.8
Queue Length 50th (ft) ~95 ~564 235 40 ~229
Queue Length 95th (ft) m83 m#382 #368 145 #401
Internal Link Dist (ft) 338 369 1326
Turn Bay Length (ft) 240 115
Base Capacity (vph) 334 1123 1208 842 405
Starvation Cap Reductn 0 23000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.01 1.16 0.97 0.71 1.23
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. 2620
Item 2.
COVA Transportation Impact StudyP
Appendix G:
Signal Warrants
2621
Item 2.
Intersection 1 Project Ranch at Coachella (COVA)
Major Street Calhoun Street Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 1 Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 25 1 x North/South
Through 292 292 0 East/West
Right 1 3
Total 293 317 4 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 610 4
Major Street Minor Street Warrant Met Calhoun Street Driveway 1 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2622
Item 2.
Intersection 1 Project Ranch at Coachella (COVA)
Major Street Calhoun Street Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 1 Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 56 1 x North/South
Through 174 164 0 East/West
Right 2 7
Total 176 220 8 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 396 8
Major Street Minor Street Warrant Met Calhoun Street Driveway 1 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2623
Item 2.
Intersection 2 Project Ranch at Coachella (COVA)
Major Street Calhoun Street Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 2 Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 x North/South
Through 295 211 0 East/West
Right 0 5
Total 295 211 5 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 506 5
Major Street Minor Street Warrant Met Calhoun Street Driveway 2 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2624
Item 2.
Intersection 2 Project Ranch at Coachella (COVA)
Major Street Calhoun Street Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 2 Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 x North/South
Through 180 220 0 East/West
Right 1 15
Total 181 220 15 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 401 15
Major Street Minor Street Warrant Met Calhoun Street Driveway 2 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2625
Item 2.
Intersection 3 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Existing
Minor Street Calhoun Street Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 14 75 11 3 North/South
Through 211 148 190 442 x East/West
Right 30 43 6 79
Total 255 266 207 524
Major Street Minor Street Warrant Met Avenue 52 Calhoun Street * Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 731 266
0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2626
Item 2.
Intersection 3 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Existing
Minor Street Calhoun Street Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 11 111 29 3 North/South
Through 118 127 436 296 x East/West
Right 13 20 6 61
Total 142 258 471 360
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 831 258
Major Street Minor Street Warrant Met Avenue 52 Calhoun Street 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2627
Item 2.
Intersection 3 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) Plus Project Minor Street Calhoun Street Peak Hour 1
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 17 86 13 14 North/South
Through 238 177 221 508 x East/West
Right 34 48 8 93
Total 289 311 242 615
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 2
NO
Traffic Volume (VPH) * 857 311
Major Street Minor Street Warrant Met Avenue 52 Calhoun Street 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2628
Item 2.
Intersection 3 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) Plus Project Minor Street Calhoun Street Peak Hour 1
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 15 128 32 29 North/South
Through 146 171 484 329 x East/West
Right 19 22 10 73
Total 180 321 526 431
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 2
YES
Traffic Volume (VPH) * 957 321
Major Street Minor Street Warrant Met Avenue 52 Calhoun Street 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2629
Item 2.
Intersection 3 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) Plus Project with Cumulative Projects Minor Street Calhoun Street Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 17 88 28 15 North/South
Through 247 188 308 596 x East/West
Right 36 53 8 94
Total 300 329 344 705
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 2
YES
Traffic Volume (VPH) * 1,049 329
Major Street Minor Street Warrant Met Avenue 52 Calhoun Street 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2630
Item 2.
Intersection 3 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) Plus Project with Cumulative Projects Minor Street Calhoun Street Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 15 132 42 76 North/South
Through 159 179 602 440 x East/West
Right 21 38 10 31
Total 195 349 654 547
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 2
YES
Traffic Volume (VPH) * 1,201 349
Major Street Minor Street Warrant Met Avenue 52 Calhoun Street 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2631
Item 2.
Intersection 4 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 3 Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 North/South
Through 0 432 705 x East/West
Right 3 0
Total 3 0 432 705
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,137 3
Major Street Minor Street Warrant Met Avenue 52 Driveway 3 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2632
Item 2.
Intersection 4 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 3 Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 0 North/South
Through 0 755 547 x East/West
Right 9 0
Total 9 0 755 547
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,302 9
Major Street Minor Street Warrant Met Avenue 52 Driveway 3 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2633
Item 2.
Intersection 5 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 4 Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 5 0 19 North/South
Through 0 432 700 x East/West
Right 9 3
Total 14 0 435 719
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,154 14
Major Street Minor Street Warrant Met Avenue 52 Driveway 4 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2634
Item 2.
Intersection 5 Project Ranch at Coachella (COVA)
Major Street Avenue 52 Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 4 Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 4 0 543 North/South
Through 0 759 32 x East/West
Right 8 5
Total 12 0 764 575
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 1,339 12
Major Street Minor Street Warrant Met Avenue 52 Driveway 4 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2635
Item 2.
Intersection 7 Project Ranch at Coachella (COVA)
Major Street Van Burent St Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 5 Peak Hour AM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 1 54 0 x North/South
Through 0 225 0 0 East/West
Right 312 20 2
Total 313 245 56 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 558 56
Major Street Minor Street Warrant Met Van Burent St Driveway 5 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2636
Item 2.
Intersection 7 Project Ranch at Coachella (COVA)
Major Street Van Burent St Scenario Opening Year (2030) with Project and Cumulative Projects Minor Street Driveway 5 Peak Hour PM
Turn Movement Volumes Major Street Direction
NB SB EB WB
Left 2 42 0 x North/South
Through 0 221 0 0 East/West
Right 303 35 2
Total 305 256 44 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.
Traffic Volume for Minor Street is the Volume of High Volume Approach.
Number of Approach Lanes 1 1
NO
Traffic Volume (VPH) * 561 44
Major Street Minor Street Warrant Met Van Burent St Driveway 5 0 100
200
300
400
500
600
700
800
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
S C f f ff C C 2012
150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1
2 or More Lanes & 1
2637
Item 2.
COVA Transportation Impact Study
Appendix H:
Classic Club
Specific Plan
Arena Trip
Generation
Memorandum
2638
Item 2.
3750 University Avenue | Suite 225 | Riverside, CA 92501 | (951) 274-4800 | Fax (951) 684-4324 www.fehrandpeers.com
Memorandum
Date: December 22, 2023
To: Eva Covarrubias, County of Riverside
From: Paul Herrmann, T.E.
Marsha Phillips
Subject: Classic Club Specific Plan Arena Trip Generation Memorandum OC23-0962
Fehr & Peers has completed a trip generation assessment in support of the proposed Classic Club Specific Plan Amendment (Project) located in located in Western Coachella Valley within an unincorporated portion of Riverside County, California. This assessment evaluates previous trip generation estimates for the arena as compared to empirically collected data after the opening of the Acrisure Arena (Arena).
The remainder of this memorandum outlines the Project Description, Analysis Description, Data Collection, Trip Generation, Trip Generation Comparison, Classic Club Specific Plan Trip Generation and Next Steps.
Project Description
The Classic Club Specific Plan Area is located north of I-10 and east of the Cook Street interchange. This existing Specific Plan Area is bounded by Cook Street to the west and Varner Road to the south, which provides access directly to the site. The Project is a proposed amendment to the NorthStar Specific Plan, originally approved in 2006 and amended in 2021. The 2021 amendment reconfigured the Planning Areas to allow the addition of a new Planning Area to allow the development of the Arena. This amendment reduced the size of the Business Park Planning Area to accommodate the Arena. An Addendum to the 2006 Specific Plan EIR was prepared for this amendment (2021 Addendum),
The Arena, which opened in December 2022, is 260 KSF Event Center with a 35 KSF training facility for the Coachella Valley Firebirds, an American Hockey League (AHL) team. The Arena 2639
Item 2.
Eva Covarrubias
December 22, 2023