PUBLIC WORKS DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
Install W estbound left- turn striping into the pro ject drivew ay.
Install W estbound flashing arrow traffic signal equipment ( pro tected- perm issive phasing) w ith associated traffic signal pole and mast arm m odifications to m atch Eastbound signal operations.
Install pedestrian signal equipm ent at both sides of the pro ject drivew ay to control pedestrian cro ssing.
Relocate the traffic signal pole located on the south side of Thousand O aks Boulevard, w hich is currently located w here the pro ject drivew ay is pro posed.
Install Northbound flashing red signal equipm ent fo r vehicles exiting the pro ject drivew ay.
Install associated signage w ith the impro vem ents listed above.
The signing and striping plans shall incl ude the follow ing m odifications at Thousand O aks Boulevard/ Lom bard Street:
Install separate left- turn and right- turn striping at the Northbound appro ach.
Install associated signage w ith the impro vem ent listed above.
The applicant shall construct all pro posed changes to the signing, striping, and traffic signal in conjunction w ith the developm ent of the site and related street im pro vem ents prior to final acceptance.
204. Signs and Striping - Contro l signs fo r regulation, w arn ing, and guidance of traffi c shall be installed as required by the Departm ent of Public W orks.
T hese shall incl ude, but are not lim ited to, stop signs, speed lim it signs, turn pro hibition signs, pedestrian and school crossing signs, curve warn ing signs, not a thro ugh street signs, parking signs, bicycle facility signs, pavem ent and curb m arkings, ro ad sym bols, and street nam e signs as required.
Prior to occupancy, all signs and striping shall be installed, and prior to final acceptance, the city m ay require the applicant to add traffic safety devices, such as signing and striping, the need fo r w hich is not apparent at the tim e of plan appro val, but w hich are w arranted due to actual field condition. The applicant shall install the traffic safety devices prior to final acceptance.
CDD: 420- 82/ cc/ H COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
P ag e 73 Res. No. 06- 2024 PC
CRPD CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
CONEJO RECREATION AND PARKS DISTRICT ( CRPD)
205. Park Land Dedication - Developer at its sole cost, shall set aside the land and build park- like im pro vem ents on their pro perty in an am ount equal to or greater than as required by Conejo Recreation and Park District:
son Thousand O aks Boulevard Public Park Dedication and Im pro vem ents based on February 15, 2024 Form al Resubm ittal 26, 267 square feet fo r the " Linear Park" along TO Blvd. and 13, 576 square feet fo r the " Lom bard Park" fo r a total of 39, 843 square feet).
Developer shall bear all costs and expenses associated w ith im pro ving, ongoing m aintenance and capital im pro vem ents at the Linear Park" and " Lom bard Park" to m eet District level am enities as fo und in public parks.
206. Park Maintenance and Operation - Developer shall keep and m aintain the " Linear Park" and " Lom bard Park" sites open and available fo r recreational use and enjoym ent by the genera l public in a m anner sim ilar to public parks. Any fencing shall not keep out public access during norm al operating hours w hich shall not be less than 1 hour after sunr ise until 1 hour after sunset.
207. Plan Development - Developer shall include and coordinate w ith District staff to ensure park am enities and plans m eet the satisfaction of the District prior and durir1g construction of pro ject.
208. General Public Access and Recreational Use - Developer shall grant an easem ent over the land area of the " Li near Park" and " Lom bard Park" to the Conejo Recreation and Park District fo r the benefit of general public access and recreational use of Linear Park and Lom bard Park. 209. Quimby in- lieu fee - Developer is pro posing to build a total of 328 m ulti- fam ily apartm ent units. As consideration for Developer' s above agreem ent, including but not lim ited to the public access easem ent, im pro vem ents, and ongoing m anagem ent and m aintenance of " Li near Park" and " Lom bard Park", District w ill calculate Q uim by Fees per the " flat- rate" m ethod established in CR PD Resolution 020515- A ( rather that the FM V m ethod in the City' s ordinance) and agrees to a 50% credit fo r the Q uim by Fees due at the tim e of paym ent.
a. Current ( 9/ 29/ 23) Q uim by Fee = $ 12, 076/ unit.
Full paym ent is ($ 12, 076/ unit) x ( 328 units)= $ 3, 960, 928 CDD420- 82/ cc/ HCOMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 07 A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
P ag e 7 4 Res. No. 06- 2024 PC
CRPD CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
50% reduction is $ 1, 980, 4 64.
b. Q uim by Fee beginning February 5, 2024 =$ 12, 4 38/ unit.
Full paym ent is ($ 12, 4 38/ unit) x ( 328 units)= $ 4, 079, 554. 50% reduction is $ 2, 039, 832.
c. Under CR PD resolution, fee increases 3% annually every February 5th. d. CR PD is currently considering a Q uim by Fee/ P ark Im pact Fee update. 210. Termination " Buy Out" - Developer or its successor has the right to term inate the easem ent and elim inate public access over " Linear Park" and Lom bard Park" by paying to Conejo Recreation and Park District Fifty percent ( 50%) of the current prevailing Q uim by/ Park Im pact Fee fo r the 328 units of m ulti- fam ily housing at date of term ination. 211. Proportionate Relationship - Developer shall pro vide a pro portionate fee per Condition 5 fo r any Park Land Dedication reduction fo r the appro ved total area as outlined in Condition 1. As the Park Land Dedication is 50% credit of the required fee, the percentage of fee increase should be 50% of the reduced area percentage.
T he Developer subm itted a design pro posal ( Sept 18, 2023), w hich was appro ved by CR PD Board O ct 19 , 2023 and was to incl ude equal or greater area of below :
26, 267 Linear Park
13, 576 Lom bard Park
39, 843 Total square feet
T he latest Developer design pro posal ( D ec 4, 2023) as subm itted to city planning and under consideration of the Planning Com m ission is:
21, 154 Linear Park
12, 049 Lom bard Park
33, 203 Total square feet
T he reduction in publicl y accessible, im proved park land is 6, 640 square feet w hich represents 16. 6% reduction in the CR PD Board appro ved park land. This m ay be addressed thro ugh paym ent of additional fees pro portionate to the change in publicly accessible, im pro ved park acreage appro ved by the CR PD Board on O ctober 19, 2023.
Developer Subm itted Design Pro posal Approved by the CR PD Board:
50% Publicl y Accessible Park Im provem ents - 39, 843 square feet. 50% Fee - Q uim by Fee beginning February 5, 2024 =$ 12, 4 38/ unit.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
P ag e 7 5 Res. No. 06- 2024 PC
CRPD CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
Full p aym e nt is ($ 1 2 , 4 38/ un it) x ( 328 un its)= $ 4 ,0 79, 6 64 . 5 0% reductio n is $ 2 ,0 39, 8 32 .
A d justed P ark P ro posal, u nde r consideratio n by P la nning C om m issio n:
41 . 7 % P ark Im p ro ve m e nts - > 33, 20 3 Total squa re feet. 16 . 6 % a rea reductio n = 8. 3 % of 50% land dedic atio n.
A dd change to fee b y 8. 3 % increase .
5 8 .3 % Fee - Q uim by F ee b eginning f- e b ruary t), 2024 =$ 12 , 4 38/ unit.
F ull p aym e nt is ($ 1 2 , 4 38/ unit) x ( 328 units)= $ 4 , 0 79 , 6 64 . 41 . 7 % reductio n is $ 2 , 3 78 , 4 44 .
N e tt ing a d iff erence o f $ 338 , 6 12 in additional park fees ( per the 2024 fee schedule ) fr om the develo pe r subm itt ed des ign pro posa l ap proved by the C R P D B oa rd.
CDD: 420- 82/ cc/ H COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID SUP- 2023- 70011)
P ag e 7 6 R es . N o . 06- 2024 P C
FIRE DEPARTMENT CONDI TIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
VEN T U R A CO U N TY FIR E PR O T ECTIO N DI STR IC T
212. Co d e Com p liance - Applicant shall com ply w ith all current Ventura County Fire Pro tection District Ordinances, Codes, and Standards. 213. Fire Departm ent Clearance - Applicant shall obtain VC FD Form 61 OB R equirem ents fo r Construction" prior to obtaining a building perm it fo r any new structures or additions to existing structures. The applicant shall verify that the w ater purveyor can pro vide the required fire- flow requirem ents by having them fill out Section II of the fo rm .
214 . Fire Flo w ( C om m ercial, Industrial, M ulti- fa m ily buildings) - The m inim um fire flow required shall be determ ined as specified by the current adopted edition of the Intern ational Fire Code Appendix B w ith adopted Am endm ents and the applicable W ater M anual fo r the jurisdiction ( w ith ever is m ore restrictive). The applicant shall verify that the w ater purveyor can provide the required volum e and duration at the pro ject prior to obtaining a building perm it.
215. S ite A ccess - Tw o ( 2) m eans of ingress/ egress shall be pro vided to the developm ent in accordance w ith VC FPD access standards. 216 . A ccess Road Certification - The access ro ad( s)/ drivew ay( s) inclusive of bridges, culverts, and other appurtenant structures w hich supplem ent the ro adw ay bed or shoulders, shall be certified by a registered civil engineer as having an all- w eather surf ace in confo rm ance w ith the City of Thousand O aks Public W orks and/ or Fire District standards. This certification shall be subm itted to the Fire District fo r review and appro val prior to occupancy. 217. A ccess Ro ad Location - The access/ drivew ay shall be extended to w ithin 250 feet of all portions of the exterior w alls of the first story of any building and shall be in accordance w ith Fire District access standards. W here the access ro adw ay cannot be pro vided, appro ved fire pro tection system or system s shall be installed as required and acceptable to the Fire District. 218. T urn ing Radius - The access ro ad shall be of sufficient w idth to allow fo r a 40- fo ot centerline turn ing radius at all turn s in the ro ad. 219 . Vertical Clearance - All access ro ads / drivew ays shall have a m inim um vertical clearance of 13 feet 6 inches ( 13' 6"). Clear of building to sky.
CDD: 420- 82/ cc/ H COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID SUP- 2023- 70011)
FIRE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
220. Access Road Width, Private Roads/ Driveways - Private ro ads shall com ply w ith Public Road Standards.
Access ro ad w idth of 36 feet shall be pro vided fo r residential use w ith parallel parking perm itted on both sides.
Access ro ad w idth of 32 feet shall be pro vided for residential use w ith parallel parking perm itted on one side.
Access ro ad w idth of 24 feet shall be required w ith no on- street porkinq perm itted.
W here one- w ay traffi c and off- street parking occurs, a 20- foot drivew ay w idth shall be provided. ( N ote: limited use only and not for high hazard occupancies: H, R- 1 over 2 stories, R- 2)
Aerial Fire Apparatus Access; Multi- Family, Comm erci al or Industrial Buildings or portions of buildings or facilities w ith perimeter eave lines exceeding 30 feet in height above the low est level of fire departm ent access shall require an appro ved aerial ladder fire apparatus access ro ads and drivew ays. Aerial fire appara tus access roads and drivew ays shall have a m inimum clear w idth of 30 feet.
O verhead utility and pow er lines shall not be located w ithin the aerial ladder fire apparatus access ro ads and drivew ays. At least one of the required access ro utes m eeting this condition shall be located a m inim um of 15 feet and a m axim um of 30 feet parallel to one side of the buildings, as appro ved by the Fire District. Buildings exceeding 50, 000 SO FT shall have the required access ro ute along a minimum of tw o sides. Parking shall be prohibited along the required w idth of the access ro ads and drivew ays. Landscaping and other im pro vem ents betw een the required access and the buildings shall not interfere w ith aerial ladder fire apparatus operations, as appro ved by the Fire District.
221. Mitigation to Aerial Fire Apparatus Access Roads - The fire code official is author ized to reduce the required w idth to not less than 24 feet w hen all of the fo llow ing are pro vided.
Autom atic fire sprinklers are installed thro ughout the structure in accordance w ith NFPA 13.
Fire sprinkler standpipes are pro vided on all floors and thro ugh to the ro of.
Tw o or m or e ro of access points are pro vided thro ugh 2- hour fire rated stairs separated a distance not less than half of the diagonal of the structure.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID SUP- 2023- 70011)
Pa g e 78 Res. No. 06- 2024 PC
F IR E D E P A R T M E N T C O N D IT IO N S O F A P P R O V A L FO R ; DA G R 2023 - 700 01; SU P 2 0 2 3 - 7 0 0 11; an d PT P 20 23 - 7 0 0 6 7
222. Ground Ladder Access - Access aro und the building shall be provided to allow fo r laddering the building, at a m aximum 75- degree angle, to reach em ergency escape and rescue openings below the fourth story above the grade plane. A three ( 3) fo ot clear w orking space shall be pro vided aro und the ladder at gro und level. ·
223. Construction Access - Prior to com bustible construction, a paved all- w eather access ro ad/ drivew ay suitable fo r use by a 20- ton Fire District vehicl e shall be installed at locations appro ved by the Fire District. 224. Construction Access Utilities - Prior to combustible construction, all utilities located w ithin the access ro ad and the first lift of the access ro ad pavem ent shall be installed. A m inim um 20- foot clear w idth shall rem ain free of obstruction during any construction activities w ithin the developm ent once com bustible construction starts.
225. Turnarounds - Approved turn aro und areas fo r fire apparatus shall be pro vided w hen dead- end Fire Departm ent access ro ads/ drivew ays exceed 150 feet. Turn aro und areas shall not exceed a 5% cro ss slope in any direction and shall be located w ithin 150 feet of the end of the access ro ad drivew ay. T urn aro und areas shall not be used fo r parking and shall be kept free of obstructions at all tim es. Turn aro und areas shall be posted as Fire Lanes in accordance w ith Fire District Fire Lane Standards. 226. Parking Prohibited - The pro perty ow ner( s) are hereby advised that parking on access ro ads / drivew ays and fire departm ent turn aro unds is pro hibited.
227. Fire Lanes - Prior to construction the applicant shall subm it tw o ( 2) site plans to the Fire District fo r appro val of the location of fire lanes. Prior to occupancy, all fire lanes shall be posted " N O PA R KIN G - FIR E LAN E- TOW AW A Y" in accor dance w ith Califo rn ia Vehicl e Code, the Intern ational Fire Code and current VC FPD Fire Lane Standards. All signs and or Fire Lane m arkings shall be w ithin recorded access easem ents.
228. Access Road Gates - A ny gates to contro l vehicl e access are to be located to allow a vehicle waiting fo r entrance to be com pletely off the intersecting ro adw ay. A m inim um clear open w idth of 15 feet in each direction shall be pro vided fo r separate entry / exit gates and a m inim um 20 for com bined entry/ exit gates. If gates are to be locked, a Knox system shall be installed.
The m ethod of gate contro l, including operation during pow er failure ( battery back- up), shall be subject to review by the Fire Prevention Division. Gate plan details shall be subm itted to the Fire District for appro val prior to CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID SUP- 2023- 70011)
Pag e 79 Res. No. 06- 2024 PC
FIR E DEPA RTM ENT C O ND ITIO NS O F AP PRO V A L FO R ; DA G R 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
installation. A final acceptance inspection by the Fire District is re quired prior to placing any gate into service.
229. W alkw ays - Appro ved w alkw ays shall be provided from all building openings to the public w ay or fire departm ent access ro ad/ drivew ay. 230. W alk and Pedestrian Gates - If gates are to be locked, a Knox system shall be installed The m ethod of gate contro l, including operation during pow er failure ( battery back- up), shall be subject to review by the Fire Prevention Division. G ate plan details shall be subm itted to the Fire District fo r appro val prior to installation. A final acceptance inspection by the Fire District is required prior to placing any gate into service. 231. A dd ress Num bers ( C om m ercial, Industrial, M ulti- fa m ily buildings) - Building address num bers, a minim um of ten inches ( 1 0") high, shall be installed prior to occupancy, shall be of contrasting color to the backgro und, and shall be readily visible at night. Brass or gold- plated numbers shall not be used. W here structures are set back m ore than 150 feet from the street, larger num bers w ill be required so that they are distinguishable fro m the street. In the event a structure( s) is not visible from the street, the address num ber( s) shall be posted adjacent to the drivew ay entrance on an elevated post. Individual unit num bers shall be a m inimum of 4 inches in height and shall be posted at the front and rear entrance to each unit. Additional address directional signs m ay be required at com mon building entrances and stairw ays.
232. A dd ress Directory - An address directory shall be pro vided at all entrances to the project at locations appro ved by the Fire Di strict. Design shall be in accordance w ith Fire District Addressing Standards. Directory plans shall be subm itted to the Fire Prevention Division fo r review and approval prior to installation.
233. A ddress Num ber Plan - A plan shall be submitted to the Fire District for review indicating the m ethod in w hich buildings are to be identified by address num bers.
234. A ccesso ry Room Door Labeling - All accessory ro om doors shall be labeled on the doors indicating use of the ro om ( i. e., Electrical Room, Riser Room , Fire Alarm Panel Inside, Storage Room, Janitor, Roof Access, etc). 235. Kno x Device - Exterior access leading to fire sprinkler riser ro om s and alarm contro l panels shall be pro vided w ith a Knox Box fo r em ergency access.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
Pag e 80 Res. No. 06- 2024 PC
FIRE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
236. Door Swing - All exit doors shall sw ing in the direction of travel ( outw ards) w hen leaving the building.
237. Panic Hardware - All exit doors shall be pro vided w ith panic hardw are w hen serving A, E, I occupancies w ith an occupant load of 50 or more persons.
238. Egress Aisle Clearance - All required egress aisles shall be maintained clear of obstructions at any tim e.
239. Emergency Lighting and Exit Signs - All em ergency lights and exit signs shall be alw ays m aintained in an operable condition.
240. Emergency Planning and Preparedness - The ow ner/ applicant and all occupants of buildings shall com ply w ith the Fire Departm ent requirem ents fo r Evacuation Plans, Drills and training as indicated under The Intern ational Fire Code, Chapter 4 " Em ergency Planning and Preparedness", and CC R T itle 19 Sec 3. 09. A ll required records and documentation shall be available fo r review by the Fire Departm ent upon request.
241. Fire Hydrant Plan - Prior to construction, the applicant shall submit plans to the Fire District fo r placem ent of fire hydrants. On plans, show existing hydrants w ithin 300 feet of the developm ent. Indicate the type of hydrant, num ber and size of outlets.
242. Fire Hydrant{ s) Required- Fire hydrant( s) shall be pro vided in accordance w ith current adopted edition of the Intern ational Fire Code, Appendix C and adopted am endm ents. On- site fire hydrants m ay be required as determ ined by the Fire District.
243. Fire Hydrant Design { Commercial, Industrial, Multi- family buildings) - Fire hydrants shall be installed and in service prior to com bustible construction and shall confo rm to the m inimum standard of the City of T housand O aks W ater W orks M anual and the follow ing. a. Each hydrant shall be a 6- inch w et barrel design and shall have ( 1) 4 inch and ( 2) 2 ½ inch outlet( s).
b. The required fire flow shall be achieved at no less than 20- psi residual pressure.
c. Fire hydrants shall be spaced in accordance w ith the Califo rn ia Fire Code Chapter 5 and Appendix C.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Reporl/ pz ( FILE ID SUP- 2023- 70011)
FIRE DEPARTMENT CONDI TIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
d. Fire hydrants shall be set back in from the curb fa ce 24 inches on center.
f. No obstructions, including w alls, trees, light and sign posts, m eter, shall be placed w ithin three ( 3) feet of any hydrant. g. A concrete pad shall be installed extending 18 inches out from the fire hydrant. Ground clearance to the low est operating nut shall be betw een 10 to 24 inches.
244. Fire Hydrant Installation - Prior to com bustible construction on any parcel, a fire hydrant capable of pro viding the required fire flow and duration shall be installed and in serv ice along the access ro ad / drivew ay at a location appro ved by the Fire District, but no further than 150 feet from the building site. The ow ner of the com bustible construction is responsible for the cost of this installation.
245. Hydrant Location Markers - Prior to occupancy of any structure, blue reflective hydrant location m arkers shall be placed on the access ro ads in accordance w ith Fire District standards. If the final asphalt cap is not in place at tim e of occupancy, hydrant location m arkers shall still be installed and shall be replaced w hen the final asphalt cap in completed. 246. W ater System Plans - Plans fo r w ater systems supplying fire hydrants and or fire sprinkler system s and not located w ithin a w ater purv eyor' s easem ent, shall be subm itted to the Fire District fo r review and appro val prior to issuance of grading and/ or building perm its or signing of M ylar plans, w hichever is first. Plans shall reflect only dedicated private fire service lines and associated appurtenances. Plan shall be design and subm itted w ith the appro priate fees in accordance w ith VC FPD Standard 14 . 7. 2.
247. Fire Sprinklers - All structures shall be provided w ith an autom atic fire sprinkler system in accordance w ith current VC FPD Ordinance at time of building perm it application.
248. Fire Alarm/ Sprinkler Monitoring Plans - Plans for any fire alarm system or sprinkler m onitoring system shall be submitted, w ith paym ent fo r plan check, to the Fire District fo r review and appro val prior to installation. 249. Fire Alarm System - A fire alarm system shall be installed in all buildings in accordance w ith Califo rn ia Building and Fire Code requirem ents.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
FIRE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
250. Fire Extinguishers - Fire extinguishers shall be installed in accordance with the International Fire Code. The placement of extinguishers shall be subject to review by the Fire District.
251. Spark Arrester - An approved spark arrester shall be installed on the chimney of any structure( s).
252. Fire Code Permits - Applicant and / or tenant shall obtain all applicable International Fire Code ( IFC) permits prior to occupancy or use of any system or item requiring an IFC permit.
253. Trash Dumpster Locations - Commercial trash dumpsters and containers with an individual capacity of 1. 5 cubic yards or greater shall not be stored or placed within 5 feet of openings, combustible walls, or combustible roof eave lines unless protected by approved automatic fire sprinklers. 254. Building Plan Review - Building plans of all A, E, I, H, R- 1, R- 2 or R- 4 occupancies shall be submitted, with payment for plan check, to the Fire District for review and approval prior to obtaining a building permit. 255. Hazardous Fire Area - Portions of this development may be in a Hazardous Fire Area and those structures shall meet hazardous fire area building code requirements. Contact the Building Department for requirements.
256. Hazard Abatement - All grass or brush exposing any structure( s) to fire hazards shall be cleared for a distance of 100 feet prior to construction of any structure and shall be maintained in accordance with VCFPD Ordinance.
257. Hazard Abatement - All grass and brush shall be cleared to a distance of ten ( 10) feet on each side of all access roads/ driveways. 258. Fuel Modification/ Landscape Plans - Project is located within a Hazardous Fire Area. Fuel Modification Zone ( FMZ) and or landscape plans shall be submitted for review and approval to the Fire Prevention Bureau prior to Fire Department final inspection of the building or installation of any landscape, whichever occurs first. Where landscape plans have not been developed prior to a structure being ready for the Fire Department final, the owner may sign an affidavit that plans will be submitted prior to installation.
See VCFD Guidelines 416.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
POLICE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
POLICE DEPARTMENT
259. Door Security Hardware - Exterior double doors shall have an astragal constructed of steel or aluminum a minimum of . 125" thick, which will cover the opening between the doors. The attachment of the astragal shall comply with all applicable provisions of the Fire Code. Exterior, outward opening single doors shall have the appropriate type of latch guard installed to prevent the violation of the latch and strike. The latch guard shall be a minimum of . 125" thick and extend a minimum of six inches above and below the door latch or deadbolt. Doors utilizing rim and cylinder locks shall have heavy- duty cylinder guards installed. All outward opening exterior doors shall have hinges equipped with non- removable hinge pins or a mechanical interlock ( set screws) to prevent removal of the door from the outside by removing the hinge pins.
260. Lighting - Weather and breakage resistant covers shall protect all exterior lighting. Exterior lighting fixtures will be fully enclosed to minimize tampering and breakage. After hours exterior lighting shall provide sufficient illumination to allow viewing of the exterior of the buildings, all pedestrian walkways and patron gathering areas. The use of Light- Emitting Diode LED) is preferred since LEDs provide superior illumination and color rendition. Adequate lighting ( 3000+ Kelvin / LED / 3 ft candles / even coverage) is to be provided throughout the property where patrons/ residents are anticipated to gather and parking areas as to clearly see persons outside of building surrounds. All lights shall include shielding lo prevent light pollution, spillage, and glare to roadways and all surrounding properties not owned and/ or controlled by the project owners, including overhead. Project photometrics will be provided to the Thousand Oaks Police Department Community Resource Unit for review and approval. The planned " park" area at the south west corner of the property closest to Lombard St will be adequately lighted as described above during hours of darkness.
261. Landscaping - Landscaping shall not cover, nor partially cover any exterior door or window. Landscaping, including trees, will not be placed directly under any overhead lighting that could cause loss of light at ground level.
All landscaping will be kept trimmed in order to provide an unobstructed view of the parking areas and building from adjacent streets. The standard CPTED ( Crime Prevention through Environmental Design) landscaping rules of " two foot I six foot" shall apply to the property ( No shrubbery shall be higher than 2 feet and lower the tree canopy shall not grow below 6 feet).
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID SUP- 2023- 70011)
POLICE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
This will reduce concealment areas and keep the area well- lit during darkness hours.
A combination of walls/ fencing and thorny vegetation shall be used along the southern property edge. Wall/ fence height should be no less than 7 feet.
Thorny vegetation should be used on one or both sides of the fence/ wall to prevent unauthorized access to the property from Hwy 101 located to the south of the property. Thorny vegetation will dissuade illegal camping along the length of the wall as well. Examples of thorny vegetation include but are not limited to cactus, bougainvillea, Chinese biter orange, etc. 262. Address Numbers - Wall mounted address numbers shall be a minimum of ten inches in height, be of a highly contrasting color to the background on which they are attached, and shall be illuminated from dusk to dawn by a permanent, dedicated light source. All sides of the residential structures will be marked with the main street address for easy viewing from the street level. Map signs of the location will be placed at all vehicular and pedestrian entrances to residential units.
Address numbers shall be mounted in a prominent, non- obstructed location on all sides of the building. All individual unit numbers shall be a minimum of 4" in height.
Unit numbers will be clearly marked on the outside of each residential door, as well as descriptors on those rooms not housing residents ( closet, electrical, restroom, etc.). Floor plans of the facility will be displayed in prominent locations inside of any exterior to interior access points to the building. Floor plans of the current floor will be displayed inside stairwells near door access to current floor, as well as outside each elevator opening.
Directional signs shall be placed at elevator access points on each level indicating which direction each room number can be located for speed of ingress for emergency personnel.
263. Utility Rooms and Enclosures - All exterior utility rooms and enclosures containing electrical and telephone equipment shall be kept locked at all times.
264. Trash Enclosures - Exterior trash enclosures shall be kept closed and locked during non- business hours to discourage, loitering, illegal dumping and theft. The site shall be maintained in a neat and clean condition at all times. Litter on the site or any litter scattered to a nearby property, streets, and walkways shall be removed daily. Trash encloses will be constructed to have outside visibly to reduce the possibility of camping or sleeping in the area.
CDD420- 82/ cc/ H COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 07 A 500 E TO BL VD SUP 23- 70011 Staff Report/ pz ( FILE ID SUP- 2023- 70011)
PO LI C E D E PA RTM E NT CO NDITIO NS O F APPRO VA L FO R; DAG R 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
265. Video Surveillance System - W ill be required fo r a 360 degree view aro und the parking level/ areas. Additionally, video surveillance with the sam e below listed param eters w ill be required fo r all roof deck areas and in such positions as to capture vehicles and persons entering and exiting from the parking areas. The video surveillance feed w ill be made immediately available to the Thousand Oaks Police Departm ent upon request in the event of a m ajor em ergency or incident. A phone number to the security com pany or video surveillance pro vider w ill be provided to the Thousand Oaks Police Departm ent upon com pletion of the pro ject. The surveillance system w ill be HD quality, have night vision capabilities and be able to retain video data fo r no less than 30 days.
266. Emergency Access - The location w ill have em ergency access for the police and fire departm ent to entrance / exit doors and parking areas via a K nox Box" or sim ilar security device fo r all secured exterior doors. A generic code fo r building access should ( if applicable) also be provided to Sheriff' s Dispatch at 805- 654- 9511. Any code changes need to be pro vided to Sheriff' s Dispatch w ithin 48 hours.
A detailed floor m ap of the entire com plex incl uding ro om numbers and street addresses shall be pro vided to the Sheriff' s Dispatch Advanced Real T im e Info rm ation Center ( A RTIC ). For the express use of expediting em ergency personnel response to calls fo r service. These m aps are often referred to as a tactical m ap.
267. Roof Access - Roof access m ust be secured with locking doors or any other m echanism to restrict access for non- public areas. Roof access to the residential area is to be contro lled by " keyfo b" or any other sim ilar security device. Roof access to public areas w ill be control at the discretion of the developer.
268. Retail Stores, Restaurants, and Bar Spaces - The pro jected/ planned retail, restaurants, bars, and com m ercial spaces within the pro ject m ust subm it fo r specific conditions from the Thousand Oaks Police Department Com m unity Resource Unit prior to building alterations or providing goods or services to the public.
The Door Security Hardw are, Lighting, Landscaping, and Address Num bers portions of this conditions m em orandum shall apply to each of the individual retail/ com m ercial spaces.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 07A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
Pa ge 86 Res. No. 06- 2024 PC
POLICE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
269. Noise and Music - No amplified music/ announcements shall be allowed between the hours of 11 PM and 9 AM.
270. Other Security Concerns - The businesses will correct any safety or security concerns upon written notice by the Thousand Oaks Police Department.
The applicant shall notify a Thousand Oaks Police Department representative ( Sergeant or senior deputy of the Community Resource Unit 805- 371- 8362}) at least one week prior to special entertainment events, which are reasonably anticipated to attract a larger or different patronage.
The Thousand Oaks Police Department also reserves the right to make further comments or conditions related to security or safety after the issuance of occupancy permits, and the applicant will correct any safety or security concerns upon written notice by the Police Department within the time period set forth in any such notice.
271. Level 1 Parking - For the residents, will have a motorized gate to limit free and unrestricted access from persons not having business at the location.
All exterior openings in the structure' s level 1 walls shall be secured with decorative metal grids to minimize unauthorized pedestrian entry. The concrete flooring of the structure shall be rough swirled to prevent skateboarding, rollerblading, etc. The garage area will have emergency access to the gate via a " Knox Box" or similar security device. A generic code for gate access will also be provided to Sheriff' s Dispatch at 805- 654- 9511. Any code changes need to be provided to Sheriff' s Dispatch ASAP. 272. Stairwells - Stairwells leading to additional floors in the enclosed public and non- public areas will either have ( 1) mirrors, ( 2) an open stairs concept, 3) half- wall concept or ( 4) any combination of the aforementioned, to allow the traveler to view up or down to the next floor for the purposes of an increased field of view and reduced blind spots.
Additionally, any stairwell or doors leading from the public area to any residential area is to be accessed by key- fob, key, punch code or other control device as to restrict access from the general, non- residing public.
This includes all exterior doors on the perimeter of the residential portion of the project. The doors will have emergency access via a " Knox Box" or similar security device. A generic code for door access will also be provided to Sheriff' s Dispatch at 805- 654- 9511 if coded. Any code changes need to be provided to Sheriff' s Dispatch ASAP.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
POLI CE DEPARTMENT CONDITIONS OF APPROVAL FOR; DAGR 2023- 70001; SUP 2023- 70011; and PTP 2023- 70067
273. M ailboxes - If a cluster box is used, it shall be placed in an area conducive to surveillance. A designated location for package delivery shall be established in an area conducive to surveillance. Hub style delivery/ pickup locations are suggested. The delivery location shall be used for all packages within size restrictions to prevent packages from being left unattended outside of residences and greatly diminish the likelihood of package theft. 27 4. Elevators - Elevator interiors shall be equipped with mirrors or highly reflective surfaces to allow surveillance of the interior prior to entry, and shall have a minimum interior dimension of 6' 8" wide x 4' 9" deep in order to accommodate a standard sized medical gurney and emergency response personnel.
275. Signs - Any signs displayed must be far enough back from the street as to not impede with visibility to traffic. The street address shall be prominently displayed on the sign to assist first responders with identifying the facility.
Sign mounted address shall be no less than 5 inches in height, will be of a highly contrasting color to the background on which they are attached, and shall be illuminated from dusk to dawn by a permanent, dedicated light source. Signs of the location will be placed at all vehicular and pedestrian entrances.
276. M aintenance - Any and all graffiti, etchings, unauthorized writing/ painting/ art shall be removed/ abated as soon as practicable, not to exceed 72 hours.
Allowing time for police reporting if desired by location management.
CDD: 420- 82/ cc/ H: COMMON/ Planning Commission/ Agenda Packet/ 2024/ 2024- 04- 22/ 0? A 500 E TO BLVD SUP 23- 70011 Staff Report/ pz ( FILE ID: SUP- 2023- 70011)
500 Thousand Oaks
Boulevard
Traffic Impact Study
Prepared for:
Cherry Tree Capital Partners
130 Newport Center Dr, Ste 210
Newport Beach, CA, 92660
Prepared by:
W.G. Zimmerman Engineering, Inc.
7812 Edinger Avenue, Suite 302
Huntington Beach, CA 92647
Phone: (714) 799 – 1700
April 2024
ATTACHMENT #7
to PC Staff Report of
04/22/2024
500 Thousand Oaks Boulevard
Table of Contents
I. Introduction ................................ ................................ ................................ ......................... 1 II. Project Description ................................ ................................ ................................ .............. 1 III. Existing Roadway SysteM ................................ ................................ ................................ .. 3 i. Study Intersections ................................ ................................ ............................... 5 ii. Bicycle and Pedestrian Routes ................................ ................................ ............. 6 IV. Existing Traffic Conditions ................................ ................................ ................................ .. 6 i. Roadway Segments ................................ ................................ .............................. 9 V. Project Trip Generation ................................ ................................ ................................ ......10 VI. Project Trip Distribution ................................ ................................ ................................ ......12 i. Cumulative Projects ................................ ................................ .............................12 ii. Trip Distribution ................................ ................................ ................................ ....14 VII. Traffic Forecasts ................................ ................................ ................................ ................19 VIII. Traffic Assessment ................................ ................................ ................................ ............26 i. Project Methodology ................................ ................................ ............................26 ii. Level of Service ................................ ................................ ................................ ...28 iii. Driveway Analysis ................................ ................................ ................................ 30 iv. Lombard Street and Thousand Oaks Boulevard Queueing ................................ ..33 IX. Signal Warrant Analysis ................................ ................................ ................................ .....35 X. Vehicle Miles Traveled Analysis ................................ ................................ .........................36 XI. Conclusion and Recommendation ................................ ................................ .....................36 Appendix ................................ ................................ ................................ ................................ ...37
500 Thousand Oaks Boulevard
List of Figures
Figure 1: Project Location Map ................................ ................................ ................................ .. 2 Figure 2: Proposed Site Plan ................................ ................................ ................................ ..... 4 Figure 3: Study Intersections Location Map ................................ ................................ ............... 5 Figure 4: Existing AM Peak Hour Intersection Turning Movement Volumes ............................... 7 Figure 5: Existing PM Peak Hour Intersection Turning Movement Volumes ............................... 8 Figure 6: Thousand Oaks Boulevard ADT Counts At Lombard Street ................................ ........ 9 Figure 7: Upcoming Projects in the Project Area Vicinity ................................ ...........................12 Figure 8: Intended Site Circulation ................................ ................................ ............................15 Figure 9: Inbound Trip Distribution and Assignment ................................ ................................ ..16 Figure 10: Outbound Trip Distribution and Assignment ................................ .............................16 Figure 11: Project Total Vehicles AM Peak Hour Intersection Turning Movement Volumes ......17 Figure 12: Project Total Vehicles PM Peak Hour Intersection Turning Movement Volumes ......18 Figure 13: Existing Plus Project AM Peak Hour Intersection Turning Movement Volumes ........20 Figure 14: Existing Plus Project PM Peak Hour Intersection Turning Movement Volumes ........21 Figure 15: Future AM Peak Hour Intersection Turning Movement Volumes .............................. 22 Figure 16: Future PM Peak Hour Intersection Turning Movement Volumes .............................. 23 Figure 17: Future Plus Project AM Peak Hour Intersection Turning Movement Volumes ..........24 Figure 18: Future Plus Project PM Peak Hour Intersection Turning Movement Volumes ..........25 Figure 19: Clear Sight Triangle For Right Turn Onto Thousand Oaks Boulevard ......................31 Figure 20: Clear Sight Triangle For Right Turn Onto Lombard Street ................................ ........32 Figure 21: Clear Sight Triangle For Left Turn Onto Lombard Street ................................ ..........32 Figure 22: Concept Striping Plan for Lombard Street and Thousand Oaks Blvd ........................34 Figure 23: Northbound Left Turn Queue from Lombard Street at Thousand Oaks ....................34
List of Tables
Table 1: List of Intersections for Traffic Analysis ................................ ................................ ........ 5 Table 2: 500 Thousand Oaks Blvd Mixed-Use Development Project Trip Generation ...............11 Table 3: Trip Generation For Local Projects ................................ ................................ ..............13 Table 4: Signalized Intersection LOS Criteria ................................ ................................ ............27 Table 5: Unsignalized Intersection LOS Criteria ................................ ................................ ........27 Table 6: Existing Conditions Intersection Level of Service ................................ ........................29 Table 7: Future (Year 2040) Conditions Intersection Level of Service ................................ .......30 Table 8: Signal Warrant Analysis ................................ ................................ .............................. 35
500 Thousand Oaks Boulevard
1 I. INTRODUCTION
This traffic impact study evaluates the traffic circulation impacts associated with the proposed 500 Thousand Oaks Boulevard development project on Thousand Oaks Boulevard (hereinafter referred to as “Project”). This study presents the scope, methodology, inputs, assumptions , and results of the traffic analysis. The City of Thousand Oaks has contracted with W.G. Zimmerman Engineering, Inc. (WGZE) to develop and complete the traffic analysis for the Project located at 500 Thousand Oaks Boulevard. Although this is a technical traffic analysis, every effort has been made to write the report clearly and concisely.
II. PROJECT DESCRIPTION
The 265,280 square-foot (6.09 acre) project site is located at 500 Thousand Oaks Boulevard in the City of Thousand Oaks. Adjacent streets providing direct access to the Project are Thousand Oaks Boulevard and Lombard Street. Major roadways adjacent to the Project are Rancho Road to the east, Moorpark Road to the west, and Hodencamp Road to the north. Regional access is available via the 101 Freeway, accessible from both the east and west of the subject site, as well as Highway 23 from the east . The project site is currently an undeveloped lot . Figure 1 shows the project location map.
The proposed project consists of developing the empty lot into two 5-story independent living communities and one 4-story independent living community with space designated for restaurant and retail usage. The Project includes a ½ acre linear park off Thousand Oaks Boulevard and a smaller amenity park off Lombard Street. The Project will also include amenities such as a central clubhouse, fitness center, co-working area, and a pair of roof decks for residents to utilize. The proposed site plan is shown in Figure 2.
Residential parking will be provided as a mixture of surface level retail parking, ground floor parking garages, and a subterranean garage. In total, the Project will provide 477 parking spaces.
500 Thousand Oaks Boulevard
2 Figure 1: Project Location Map
500 Thousand Oaks
Apartment Development
500 Thousand Oaks Boulevard
3 III. EXISTING ROADWAY SYSTEM
Thousand Oaks Boulevard is a four-lane divided/undivided street (two lanes each direction) oriented in the east-west direction. Thousand Oaks Boulevard is classified as a principal arterial street per the City of Thousand Oak’s General Plan-Mobility Element. Thousand Oaks Boulevard allows two-way left turns in the median within the project vicinity . The posted speed limit on Thousand Oaks Boulevard is 35 miles per hour (mph) . On-street parking is permitted on both sides of Thousand Oaks Boulevard . Sharrow pavement stencils are provided on this facility to serve as a reminder to motorists that the travel lane is shared by both automobiles and bicyclists.
Hillcrest Drive is a four-lane divided/undivided street (two lanes each direction) oriented in the east-west direction, north of Thousand Oaks Boulevard . Hillcrest Drive is classified as a minor arterial street east of Moorpark Road and principal arterial street west of Moorpark Road per the City of Thousand Oak’s General Plan-Mobility Element. The posted speed limit on Hillcrest Drive is 40 mph east of Hodencamp Road and 45 mph west of Hodencamp Road. On-street parking is permitted in both directions on Hi llcrest Drive. There are Class II bicycle lanes provided along Hillcrest Drive, east of Holdencamp Road.
Moorpark Road is a 5-lane divided street (two lanes in the south direction and three in the north direction) that transitions to include two more left turn lanes in both directions. Moorpark Road is classified as a principal arterial street per the City of Thousand Oak’s General Plan -Mobility Element. The posted speed limit on Moorpark Road is 35 mph. There are no marked lanes for bicycles along Moorpark Road due to limited road width.
Hodencamp Road is a four-lane divided street (two lanes each direction) oriented in the north - south direction. Hodencamp Road is classified as a minor arterial street south of Hillcreast Drive and a collector road north of Hillcrest Drive per the City of Thousand Oak’s General Plan-Mobility Element. Hodencamp Road has a posted speed limit of 35 mph . There are no marked bicycle lanes along Hodencamp Road and on-street parking is allowed in both directions.
Rancho Road is a four -lane undivided street (two lanes each direction) oriented in the north - south direction. Rancho Road is classified as a principal arterial street south of Thousand Oaks Boulevard and a minor arterial north of Thousand Oaks Boulevard per the City of Thousand Oak’s General Plan-Mobility Elemenht. The posted speed limit on Rancho Road is 35 mph north of Thousand Oaks Boulevard and 40 mph south of Thousand Oaks Boulevard. There are Class II bicycle lanes provided along Rancho Road south of Thousand Oaks Boulevard. 500 Thousand Oaks Boulevard
4 Figure 2: Proposed Site Plan
500 Thousand Oaks Boulevard
5 i. Study Intersections
A total of eight (8) intersections, as shown in Figure 3, were studied for the proposed development on 500 Thousand Oaks Boulevard.
Table 1: List of Intersections for Traffic Analysis
Figure 3: Study Intersections Location Map
No. Intersections Intersection
Type
1 Hillcrest Drive and Moorpark Road Signalized
2 Hillcrest Drive and Hodencamp Road Signalized
3 Hillcrest Drive and Highway 23 Off-
Ramp/Frontage Road Signalized
4 Thousand Oaks Boulevard and Moorpark Road Signalized
5 Thousand Oaks Boulevard and Lombard Street Unsignalized 6 Thousand Oaks Boulevard and Hodencamp Road Signalized 7 Thousand Oaks Boulevard and Highway 23
Frontage Road Signalized
8 Thousand Oaks Boulevard and Rancho Road Signalized
500 Thousand Oaks Boulevard
6 ii. Bicycle and Pedestrian Routes
Sidewalks are currently provided on both sides of Thousand Oaks Boulevard, Hillcrest Drive, Moorpark Road, Hodencamp Road, and Rancho Road in the project vicinity to facilitate pedestrian movement. There are marked crosswalks and pedestrian signal heads provided on Thousand Oaks Boulevard at Rancho Road, Highway 23, Hodencamp Road, and Moorpark Road as well as on Hillcrest Drive at Highway 23, Hodencamp Road, and Moorpark Road. Class II Bike Lanes are provided on Hillcrest Drive from Hodencamp Road to Highway 23 Frontage Road.
IV. EXISTING TRAFFIC CONDITIONS
Existing peak hour traffic volumes are based upon morning and evening peak period intersection turning movement counts obtained from Counts Unlimited on June 7 , 2023, during typical weekday conditions. The morning peak period was collected between 7:00 AM and 9:00 AM and the evening peak period was collected between 4:00 PM and 6:00 PM. The resulting AM and PM peak hour traffic flows were developed into passenger car units (pcu’s) for the surrounding road network. The actual peak hour within the peak period is the four consecutive 15-minute periods with the highest total volume when all movements are added together. Thus, for example, the weekday evening peak hour at on e intersection may be 4:45 PM to 5:45 PM if those four consecutive 15-minute periods have the highest combined volume. Intersection turning movement count worksheets are provided in Appendix A.
Figure 4 and Figure 5 show the existing morning and evening peak hour intersection turning movement volumes, respectively.
500 Thousand Oaks Boulevard
7 Figure 4: Existing AM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
8 Figure 5: Existing PM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
9 i. Roadway Segments
The study roadway segment is evaluated based on Average Daily Traffic (ADT) Volume/Capacity (V/C) ratios with Level of Service as defined below:
The Average Daily Traffic (ADT) counts on Thousand Oaks Boulevard and Lombard Street in the study area were collected on June 7, 2023, by Counts Unlimited. The traffic counts are provided in Appendix A. The ADT counts on Thousand Oaks Boulevard were taken on both the eastern and western sides of the intersection at Lombard Street. 7,839 vehicles in the eastbound direction and 6,702 in the westbound direction were recorded over a 24-hour period. ADT traffic patterns show that the eastbound direction has more vehicle traffic during both AM and PM hours . The ADT traffic pattern on Lombard Street is shown in Figure 6.
Figure 6: Thousand Oaks Boulevard ADT Counts At Lombard Street
0 100
200
300
400
500
600
700
800
900Vehicles
Time
EB WB
500 Thousand Oaks Boulevard
10 V. PROJECT TRIP GENERATION
Table 3 shows the trip generation based upon regression/linear equations for each project based on the land use obtained from the Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021.
In accordance with the Institute of Transportation Engineers recommendations, the numbers of trips forecast to be generated by the proposed land use are determined by solving for trips (T) in the trip generation equation given the land use quantity (X).
As shown in Table 2, the proposed project is estimated to generate approximately 1614 daily trips in passenger car equivalents, of which, 135 trips would occur during the morning peak hour and 135 trips would occur during the afternoon peak hour. The Peak hour’s trips estimates are used in analyzing the affected intersections and streets in the City of Thousand Oaks.
500 Thousand Oaks Boulevard
11 Table 2: 500 Thousand Oaks Blvd Mixed-Use Development Project Trip Generation Land Use ITE # Rate Daily AM Peak Hour PM Peak Hour
In Out Total In Out Total
Trip Generation Rates
Mid-Rise Multifamily 221 DU 4.54 23% 77% .37 61% 39% .39 Restaurant 932 KSF 107.20 55% 45% 9.57 61% 39% 9.05
Retail 822 KSF 54.45 60% 40% 2.36 50% 50% 6.59
Mixed-Use Internal Capture
Mid-Rise Multifamily 221 328 DU 7% 7% 4% 5% 9% 10% 9%
Restaurant 932 3.2 KSF 36% 24% 14% 20% 44% 64% 52%
Retail 822 5.3 KSF 40% 25% 40% 31% 41% 56% 49%
Trip Generation Estimate
Mid-Rise Multifamily 221 328 DU 1489 28 93 121 78 50 128 Internal Capture -105 -2 -4 -6 -7 -5 -12
Restaurant 932 3.2 KSF 343 17 14 31 18 11 29
Internal Capture -122 -4 -2 -6 -8 -7 -15
Pass-By -95 -6 -5 -11 -4 -2 -6
Retail 822 5.3 KSF 289 8 5 13 17 18 35
Internal Capture -115 -2 -2 -4 -7 -10 -17
Pass-By -70 -2 -1 -3 -4 -3 -7
Total Net Trips 1614 37 98 135 83 52 135
1Trip Rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021).
2 KSF= 1,000 gross square feet of building area
3Pass-By Trips are trips made as intermediate stops on the way from an origin to a primary trip destination. Pass-by trips are attracted from traffic passing the site on adjacent streets, which contain direct access to the generator. For this analysis, the following pass-by reduction factors were used (Source: Trip Generation Manual, 11th Edition, ITE 2021): Land Use Code 822 – Strip Retail Plaza uses an estimated 40% pass-by rate per ITE 821 – Shopping plaza (Weekday). Land use code 932 – High Turnover Sit Down Restaurant has an average pass-by rate of 43%.
4Internal Capture based on the NCHRP 684 Internal Trip Capture Estimation Tool, developed by the Texas A&M Transportation Institute
500 Thousand Oaks Boulevard
12 VI. PROJECT TRIP DISTRIBUTION
i. Cumulative Projects
Figure 7 shows several upcoming projects in the vicinity that may contribute to future cumulative trip generation. The red dots detail several upcoming projects, and the blue dot is the project site for this study. Table 3 summarizes the traffic volumes of nearby projects.
Figure 7: Upcoming Projects in the Project Area Vicinity
500 Thousand Oaks Boulevard
13 Table 3: Trip Generation For Local Projects
Project Location Size AM Peak Hour PM Peak Hour
In Out Total In Out Total
1 2200 E
Thousand Oaks
Boulevard3
165 DU 14 47 61 39 25 64
2 86 Long Court1 73 DU -20 18 -2 18 -10 8
3 1730 Los Feliz
Drive3 24 DU 2 8 10 8 4 12
4 420 Pennsfield
Place3
12,293 SF
Medical Office 30 8 38 14 34 48
5 1816 Los Feliz
Drive3 16 DU 1 5 6 5 3 8
6 325 Hampshire
Road2
15,000 SF
Retail
420 DU
48 139 187 157 105 262
7 Janss
Marketplace
Hotel Project4
13,308 SF
Retail
216 Rooms
35 29 64 24 17 41
186 Long Court trip generation is provided by the 86 Long Court Supplemental Memo DP 22-70629.
2325 Hampshire Road trip generation is provided by the Thousand Oaks Ranch TIA by Iteris.
3Trip Generation is provided by ITE Trip Generation Manual 11th Edition.
4Janns Marketplace Hotel Project EIR provided by City of Thousand Oaks Website.
Cumulative projects are only an estimate on how these projects affect the Project study area.
Each of the cumulative projects will require a detailed evaluation in the form of a Traffic Impact Analysis. The most impacted intersection of these type of projects is the intersections adjacent to the project. Project trips dissipate over distance because of either the project proximity to freeways or an end trip such as work, shopping or recreation. Most projects’ trips dissipate over a mile from the source because of these factors. These factors were applied to the Project to determine impact. Each project is discussed further below.
There are several factors that impact how significant nearby projects:
• Land Use – Most of the local projects are residential apartments. Most trips that multi - family residential projects produce are from the residence to a commercial or industrial area and back.
• Local Access – There are several 101 Freeway access points located near the Project location as well as further down near other local projects. Additionally, there is access to the 23 Freeway on Hillcrest Drive that further connects to the 101 Freeway . These freeways are located between the local project and 500 Thousand Oaks Boulevard. 500 Thousand Oaks Boulevard
14 The two largest planned projects (Commercial Land Use), No. 4 - Pennsfield Plaza and No. 7 - Janss Market Place Hotel have direct access to/from the Ventura Freeway from the adjacent Moorpark Road and the Moorpark Freeway from Hillcrest Drive, located northwest of the Project.
Typically, medical offices serve the adjacent community. Existing residential communities are located to the west, north, and east of this site. Janss Market Place is centrally located to these same communities with multiple street ne tworks available without using Thousand Oaks Boulevard. Cumulative Projects 1, 3, 5, and 6 which are multifamily units, located more than a mile away, and adjacent to retail are expected to have negligible traffic impacts related to Project.
In addition, these projects have adjacent access to the Ventura and Moorpark Freeways. No. 2 (86 Long Court) provides a total of 8 trips in the PM peak. However, these trips will split east and west along Thousand Oaks Boulevard causing the project to have a negligible impact on the Project.
ii. Trip Distribution
Figure 8 shows site circulation intended for the project. The site circulation includes driveways to enter and exit the project, pathways to circulate vehicles, intended parking zoning, as well as pedestrian circulation.
Figure 9 and Figure 10 show the forecast ed inbound and outbound directional distribution patterns for the project generated trips. The project trip distribution patterns are based on review of existing traffic volume data, surrounding land uses, circulation plan, and the local and regional roadway facilities in the project vicinity.
Based on the identified project trip generation and distributions, morning and evening peak hour intersection turning movement volumes expected from the project are shown in Figure 11 and Figure 12, respectively.
500 Thousand Oaks Boulevard
15 Figure 8: Intended Site Circulation
500 Thousand Oaks Boulevard
16 Figure 9: Inbound Trip Distribution and Assignment
Figure 10: Outbound Trip Distribution and Assignment
500 Thousand Oaks Boulevard
17 Figure 11: Project Total Vehicles AM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
18 Figure 12: Project Total Vehicles PM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
19 VII. TRAFFIC FORECASTS
a) Existing Plus Project
The traffic volumes for existing plus project traffic conditions have been derived by adding the project generated trips to existing traffic volumes. Existing plus project morning and evening peak hour intersection turning movement volumes are shown in Figure 13 and Figure 14, respectively. b) Future (Opening Year - 2040) Without Project
To assess Future (2040) without Project traffic conditions, existing traffic volumes were combined with an annual growth factor of 0.376% per year to the year 2040 consistent with the City’s Traffic Impact Mitigation Fee Nexus Study. This growth factor includes future unspecified (unidentified) development projects city -wide and only used to forecast future traffic volumes. Future (2040) without Project morning and evening peak hour intersection turning movement volumes are shown in Figure 15 and Figure 16, respectively.
c) Future (Opening Year - 2040) Plus Project
To assess Future ( 2040) plus Project traffic conditions, Project generated trips were added to Future (2040) With Project traffic volumes. Future (2040) with Project morning and evening peak hour intersection turning movement volumes are shown in Figure 17 and Figure 18, respectively. 500 Thousand Oaks Boulevard
20 Figure 13: Existing Plus Project AM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
21 Figure 14: Existing Plus Project PM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
22 Figure 15: Future AM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
23 Figure 16: Future PM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
24 Figure 17: Future Plus Project AM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
25 Figure 18: Future Plus Project PM Peak Hour Intersection Turning Movement Volumes
500 Thousand Oaks Boulevard
26 VIII. TRAFFIC ASSESSMENT
i. Project Methodology
The traffic assessment for the Project was analyzed in the context of the City of Thousand Oaks and CA MUTCD policies and guidelines. Field counts for turning movements at each intersection within the study area were collected and used for the existing 2023 network conditions.
The reference material used to evaluate the study area intersections included the following:
• California Manual on Uniform Traffic Control Devices (CA-MUTCD), 2014 Edition, Rev 7 • The Highway Capacity Manual (HCM), 7th Edition, 2022
• City of Thousand Oaks Standard Traffic Impact Analysis Methodology For this study, level of service (LOS) will be used to determine the operating conditions of each signalized intersection during the weekday AM and PM peak hours. The criteria for LOS in this study are based on the control delay methodology for signalized intersections and two-way stop intersections. The control delay methodology quantifies the increase in travel time that a vehicle experiences due to the traffic signal control and provides a surrogate measure for d river discomfort and fuel consumption. The resulting control delay is expressed in terms of LOS, where the LOS is stated in terms of average control delay per vehicle during a specified time period (i.e. weekday, AM and PM peak hour).
Level of Service
Level of Service (LOS) is a qualitative measure of the effect of traffic flow factors, such as speed, travel time, interruptions, freedom to maneuver, driver comfort, and convenience. Roadway and traffic conditions, ranging from ideal to forced flow, have been divided into six LOS categories for qualitative evaluation.
• Level A – At this LOS, traffic volumes are low and speed is not restricted by other vehicles.
All signal cycles clear with no vehicles waiting through more than one original cycle. • Level B – At this LOS, traffic volumes begin to be affected by other traffic. Between 1 and 10 percent of the signal cycles have one or more vehicles which wait through more than one signal cycle during peak traffic periods.
• Level C – At this LOS, operating speeds and maneuverability are closely controlled by other traffic. Between 11 and 30 percent of the signal cycle have one or more vehicles which wait through more than one signal cycle during peak traffic periods. 500 Thousand Oaks Boulevard
27 • Level D – At this LOS, traffic will operate at tolerable operating speeds, although with restricted maneuverability.
• Level E – Traffic will experience restricted speeds, vehicles will frequently have to wait through two or more cycles at signalized intersections, and any additional traffic will result in breakdown of the traffic carrying ability of the system. • Level F – Long queues of traffic, unstable flow, stoppages of long duration with traffic volumes and traffic, speed can drop to zero. LOS F is considered unacceptable for most drivers, often occurs with oversaturation.
The HCM’s methodology is used to determine the LOS at a signalized intersection. The relationship of signalized intersection delay to LOS is demonstrated in Table 4. For signalized intersections, control delay and volume-to-capacity ratio are used to categorize the LOS.
Table 4: Signalized Intersection LOS Criteria
Level of Service (LOS) Signalized Intersection Delay (Sec/veh) A ≤ 10
B > 10 and ≤ 20
C > 20 and ≤ 35
D > 35 and ≤ 55
E > 55 and ≤ 80
F > 80
Source: Highway Capacity Manual, 7th Edition, 2022
The HCM’s methodology is used to determine the LOS at two-way stop intersections. The relationship of unsignalized intersection delay to LOS is demonstrated in Table 5. For two-way stop control, the delay and LOS is evaluated using the time a driver used to approach the front position, time to evaluate a gap in major -street flow, and the distribution of gaps in the major - street stream.
Table 5: Unsignalized Intersection LOS Criteria
Level of Service (LOS) Unsignalized Intersection Delay (Sec/veh) A ≤ 10
B > 10 and ≤ 15
C > 15 and ≤ 25
D > 25 and ≤ 35
E > 35 and ≤ 50
F > 50
Source: Highway Capacity Manual, 7th Edition, 2022
500 Thousand Oaks Boulevard
28 The City of Thousand Oaks has adopted various Level of Service criteria for different intersections. A summary is provided below:
a) All intersections – Level Of Service “C” unless otherwise stated. b) Per Resolution No. 2019 -011, a minimum Level of Service D is the minimum standard acceptable at specific intersections, including, but not limited to the following : Moorpark Road at Thousand Oaks, Rancho Road at Thousand Oaks, and Moorpark Road at Hillcrest Drive.
c) Drop in Level of Service considered significant impact in the “plus Project” and operates in an unacceptable LOS.
d) Determine mitigation for significantly impacted intersections.
Traffic engineering software Synchro and SimTraffic were used to conduct the study network analysis.
ii. Level of Service
The existing intersections’ LOS for the study area is based on collected traffic counts. The primary measures of evaluation include level of service and delay. The study intersections’ LOS was calculated using Synchro software which is based on the Highway Capacity Manual method for signalized and unsignalized intersections. The AM and PM peak hour LOS were calculated based on following conditions:
• Existing conditions (2023)
• Existing conditions (2023) plus project
• Future conditions (2040)
• Future conditions (2040) plus project
Table 7 summarizes the results of the existing weekday morning and evening peak hour control delay and corresponding LOS at each intersection. As shown in Table 6, all study intersections within the project vicinity are above their minimum acceptable LOS thresholds . The detailed Synchro reports for existing and future conditions are attached as Appendix B.
500 Thousand Oaks Boulevard
29 Table 6: Existing Conditions Intersection Level of Service ID Intersection Acceptable
LOS
Peak
Hour
Existing Existing +
Project
Change
in
Delay
Significant
Impact? Delay LOS Delay LOS
1 Hillcrest Drive
and Moorpark
Road
D AM
PM
23.5 27.7
C
C
23.1 28.0
C
C
-0.40
0.30 NO
NO
2 Hillcrest Drive
and
Hodencamp
Road
C AM
PM
10.9 12.7
B
B
10.8 12.7
B
B
-0.10
0.00 NO
NO
3 Hillcrest Drive
and Highway
23 Off-Ramp
C AM
PM
9.7 8.9
A
A
9.1 8.9
A
A
-0.60
0.00 NO
NO
4 Thousand
Oaks Blvd and
Moorpark Road
D AM
PM
22.9 28.2
C
C
23.2 28.2
C
C
0.30 0.00
NO
NO
5 Thousand
Oaks Blvd and
Lombard
Street1
C AM
PM
[1.2]
[1.4]
A
A
[1.9]
[1.7]
A
A
0.70 0.30
NO
NO
6 Thousand
Oaks Blvd and
Hodencamp
Road
C AM
PM
11.2 12.2
B
B
11.0 12.2
B
B
-0.20
0.00 NO
NO
7 Thousand
Oaks Blvd and
Highway 23
Frontage Road
C AM
PM
10.3 11.4
B
B
10.1 11.6
B
B
-0.20
0.20 NO
NO
8 Thousand
Oaks Blvd and
Rancho Road
D AM
PM
22.8 24.1
C
C
22.9 24.4
C
C
0.10 0.30
NO
NO
[1] Unsignalized
Table 7 summarizes the results of the future (Year 20 40) weekday morning and evening peak hour control delay and corresponding LOS at each intersection. As shown in Table 8, all study intersections align with the City’s criteria and remain the same LOS with the addition of Project traffic volumes. The detailed Synchro report s for existing and future conditions are attached as Appendix B.
500 Thousand Oaks Boulevard
30 Table 7: Future (Year 2040) Conditions Intersection Level of Service ID Intersection Acceptable
LOS
Peak
Hour
Future Future +
Project
Change
in
Delay
Significant
Impact? Delay LOS Delay LOS
1 Hillcrest Drive
and Moorpark
Road
D AM
PM
23.2 28.7
C
C
23.2 28.7
C
C
0.00 0.00
NO
NO
2 Hillcrest Drive
and
Hodencamp
Road
C AM
PM
11.1 13.2
B
B
11.0 13.2
B
B
-0.10
0.00 NO
NO
3 Hillcrest Drive
and Highway 23
Off-Ramp
C AM
PM
10.3 9.3
B
A
10.3 9.3
B
A
0.00 0.00
NO
NO
4 Thousand Oaks
Blvd and
Moorpark Road
D AM
PM
23.0 28.0
C
C
23.5 28.4
C
C
0.50 0.40
NO
NO
5 Thousand Oaks
Blvd and
Lombard
Street1
C AM
PM
[1.2]
[1.5]
A
A
[1.9]
[1.7]
A
A
0.70 0.20
NO
NO
6 Thousand Oaks
Blvd and
Hodencamp
Road
C AM
PM
11.2 12.5
B
B
11.1 13.4
B
B
-0.10
0.90 NO
NO
7 Thousand Oaks
Blvd and
Highway 23
Frontage Road
C AM
PM
10.4 11.8
B
B
10.5 12.0
B
B
0.10 0.20
NO
NO
8 Thousand Oaks
Blvd and
Rancho Road
D AM
PM
23.3 25.0
C
C
23.1 24.8
C
C
-0.20
-0.20
NO
NO
[1] Unsignalized
iii. Driveway Analysis
A driveway analysis was performed for the Project site to determine whether drivers exiting the Project are provided sufficient sight distance to turn. To perform this analysis, a clear sight triangle is formed using the driver position on the driveway as the starting point, the geometry of the roadway, and a stopping sight distance provided by the Road Standard Plate 3-10 per the City of Thousand Oaks. The clear sight triangle will be based upon the “Formal” Applicant Submittal Plan No. A1-0. The turn is acceptable when there are no obstructions within the clear sight triangle.
Vehicles exiting the proposed Thousand Oaks Boulevard driveway must turn right. Vehicles entering the driveway may left and right turn in. A clear sight triangle was constructed on the 500 Thousand Oaks Boulevard
31 northern driveway #1 to analyze the right turn onto Thousand Oaks Boulevard. The posted speed limit of Thousand Oaks Boulevard is 35 MPH. Per the Road Standard Plate 3 -10, the corresponding minimum stopping sight distance for right turns at this speed is 220 feet. As shown in Figure 19, the driver has clear sight of incoming traffic and has enough distance to complete a right turn. Based upon the California Vehicle Code and the Highway Design Manual, drivers can look through and around temporary obstruction s such as vehicles. The sight distance triangle provides a tool to ensure a clear line of sight without physical obstructions.
Figure 19: Clear Sight Triangle For Right Turn Onto Thousand Oaks Boulevard Vehicles exiting the driveway can turn left or right to exit. Vehicles entering the driveway can turn left or right to enter. Clear sight triangles were constructed on the western driveway #2 to analyze the left and right onto Lombard Street. There is no p osted speed limit, so an assumption of 30 MPH was made for the purpose of stopping sight distance. Per the Road Standard Plate 3 -10, the corresponding stopping sight distance for right turns is 190 feet. As shown in Figure 20, the driver has clear sight of incoming traffic and has enough distance to complete a right turn. Figure 21 shows the sight distance triangle entering the intersection of Thousand Oaks Boulevard and Lombard Street. Road Standard Plate 3 -10 states the corresponding minimum stopping sight distance at 30 mph for left turns is 330 feet. Vehicles will be obstructed by one of the Project buildings when stopping behind the crosswalk. Road Standard Plate 3 -10 assumes the driver location to be 8 feet behind the curb. There is approximately 16 feet of space between the crosswalk and the road allowing vehicles to creep past the crosswalk to improve their sight of oncoming traffic. Additionally, vehicles turning onto Lombard Street will be moving slower than the assumed 3 0 mph and will require a lower minimum stopping sight distance. Based on the
500 Thousand Oaks Boulevard
32 factors indicated above, the driver will have a clear sight with no obstructions of vehicles traveling southbound on Lombard Street from Thousand Oaks Boulevard. As such, the driver is expected to have enough distance to complete a left turn from the driveway.
Figure 20: Clear Sight Triangle For Right Turn Onto Lombard Street
Figure 21: Clear Sight Triangle For Left Turn Onto Lombard Street
500 Thousand Oaks Boulevard
33 iv. Lombard Street and Thousand Oaks Boulevard Queueing The Project driveway at Lombard Street is expected to be utilized by approximately 55% of residents leaving the Project site, per Figure 10. Of these residents exiting, 45% of residents will use Lombard Street to turn left onto Thousand Oaks Boulevard. Figure 22 shows a concept plan to restripe Thousand Oaks Boulevard and Lombard Street. The goal is to alleviate any potential queueing issues on Lombard Street as well as to create a left turn pocket for the north Project driveway. Using SimTraffic, a simulation was created to evaluate the length of queue that would accumulate during peak hours. According to the simulation, northbound Lombard Street will see at most 3 vehicles in the left turn queue onto Thousand Oaks Boulevard. The northbound approach is approximately 24 feet wide and is sufficiently striped to allow vehicles to maneuver left and right turns separately with minimal queueing . Figure 23 shows a snapshot of the simulation and queue. Synchro illustrations are not an exact representation of existing roadway geometry. It is for queueing and simulation purposes only.
The project will also require traffic signal modifications to the intersection of Hodencamp Road and Thousand Oaks Boulevard to accommodate the project driveway as required by the Department of Public Works. These modifications include but are not limited to, converting the westbound direction signal head to a four-section head with a flashing arrow into the development for westbound left turning movements, the installation of an ADA compliant countdown pedestrian head with an accompanying ADA pushbutton fo r the north driveway crossing for pedestrians, a near and far side Flashing Red indicator for the right turn movement of the north driveway exit with CA MUTCD compliant signage , and the relocation of the traffic signal pole located on the south side of Thousand Oaks Boulevard, at the proposed project driveway.
500 Thousand Oaks Boulevard
34 Figure 22: Concept Striping Plan for Lombard Street and Thousand Oaks Blvd
Figure 23: Northbound Left Turn Queue from Lombard Street at Thousand Oaks
500 Thousand Oaks Boulevard
35 IX. SIGNAL WARRANT ANALYSIS
A signal warrant analysis was performed for the intersection of Lombard Street and Thousand Oaks Boulevard. The purpose of the warrant analysis is to determine whether installation of a traffic control signal is justified at the location. There are nine (9) warrants that can justify a traffic control signal. Satisfying a warrant does not in itself require the installation of a traffic control signal. The nine warrants were completed using counts provided by Counts Unlimited as well as Project location observations. The intersection of Lombard Street and Thousand Oaks Boulevard does not warrant a signal with “Existing + Project” traffic conditions . Table 8 is provided to summarize the results of the analysis. The worksheets used to complete the analysis are provided in Appendix C. Further analysis was done using future traffic conditions extrapolated from the growth rate provided by the City’s Traffic Impact Mitigation Fee Nexus Study. The intersection additionally does not warrant a signal with “Future + Project” traffic conditions.
Table 8: Signal Warrant Analysis
Warrant Yes No
Warrant 1 – 8 Hour Volume X
Warrant 2 – 4 Hour Volume X
Warrant 3 – Peak Hour X
Warrant 4 – Pedestrian Volume X
Warrant 5 – School Crossing X
Warrant 6 – Coordinated Signal System X
Warrant 7- Crash Experience Warrant X
Warrant 8 – Roadway Network X
Warrant 9 – Intersection Near a Grade Crossing X
500 Thousand Oaks Boulevard
36 X. VEHICLE MILES TRAVELED ANALYSIS
CEQA analysis for determining potential significant transportation impacts from vehicles is required by Senate Bill (SB) 743 using Vehicle Miles Traveled (VMT) as the metric. VMT is a performance measure that compares the overall performance of a development and is used as a metric to assess transportation environmental impacts. Iteris was tasked to model and assess the development for VMT significance using the Ventura County Transportation Model to generate VMT statistics. Iteris has found the daily resid ential VMT per capita is approximately 28% less than the Citywide average daily residential VMT per Capita and the daily employment VMT per employee is approximately 4% less than the Citywide average daily employment VMT per employee. Iteris concludes that the Project would not result in a significant transportation impact under CEQA Checklist XVII. The report can be found in Appendix D.
XI. CONCLUSION AND RECOMMENDATION
The Highway Capacity Manual, 7th Edition methodology is used to analyze the LOS at surrounding signalized and unsignalized intersections along Thousand Oaks Boulevard and Hillcrest Drive.
Peak hour delay analysis of all study intersections was carried out using SYNCHRO. As shown in Table 6 and Table 7, the delays of surrounding intersections along Thousand Oaks Boulevard and Hillcrest Drive do not see significant impact in AM/PM times due to the addition of the Project.
The Project TAZ’s daily residential VMT is 28% lower than the City average and the daily employee VMT is 4% lower than the city average , which Iteris concludes is an insignificant transportation impact. Furthermore, traffic signal modifications should be made per Section VII (iv.) of this analysis as to address the increase in future pedestrian and vehicular traffic at the intersection of Hodencamp Road and Thousand Oaks Boulevard.
500 Thousand Oaks Boulevard
APPENDIX
500 Thousand Oaks Boulevard
Appendix A: Traffic Counts Data
File Name : 01_TNO_Moor_Hill AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Moorpark Road
E/W: Hillcrest Drive
Weather: Clear
Groups Printed- Total Volume
Moorpark Road
Southbound
Hillcrest Drive
Westbound
Moorpark Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 7 67 2 76 12 7 5 24 6 54 3 63 3 13 11 27 190
07:15 AM 6 98 1 105 18 18 7 43 6 63 4 73 9 10 15 34 255 07:30 AM 10 99 3 112 8 13 10 31 8 82 11 101 7 15 17 39 283 07:45 AM 18 125 1 144 15 26 12 53 18 135 13 166 8 12 14 34 397 Total 41 389 7 437 53 64 34 151 38 334 31 403 27 50 57 134 1125 08:00 AM 15 112 3 130 17 20 16 53 12 132 14 158 9 22 19 50 391 08:15 AM 19 149 7 175 17 23 16 56 22 127 14 163 13 24 24 61 455 08:30 AM 28 142 8 178 24 28 16 68 15 124 10 149 9 29 29 67 462 08:45 AM 29 140 9 178 20 50 26 96 17 147 35 199 13 23 29 65 538 Total 91 543 27 661 78 121 74 273 66 530 73 669 44 98 101 243 1846 Grand Total 132 932 34 1098 131 185 108 424 104 864 104 1072 71 148 158 377 2971 Apprch % 12 84.9 3.1 30.9 43.6 25.5 9.7 80.6 9.7 18.8 39.3 41.9 Total % 4.4 31.4 1.1 37 4.4 6.2 3.6 14.3 3.5 29.1 3.5 36.1 2.4 5 5.3 12.7 Moorpark Road
Southbound
Hillcrest Drive
Westbound
Moorpark Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 15 112 3 130 17 20 16 53 12 132 14 158 9 22 19 50 391 08:15 AM 19 149 7 175 17 23 16 56 22 127 14 163 13 24 24 61 455 08:30 AM 28 142 8 178 24 28 16 68 15 124 10 149 9 29 29 67 462 08:45 AM 29 140 9 178 20 50 26 96 17 147 35 199 13 23 29 65 538 Total Volume 91 543 27 661 78 121 74 273 66 530 73 669 44 98 101 243 1846 % App. Total 13.8 82.1 4.1 28.6 44.3 27.1 9.9 79.2 10.9 18.1 40.3 41.6 PHF .784 .911 .750 .928 .813 .605 .712 .711 .750 .901 .521 .840 .846 .845 .871 .907 .858 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_TNO_Moor_Hill AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Moorpark Road
E/W: Hillcrest Drive
Weather: Clear
Moorpark Road
Hillcrest Drive
Hillcrest Drive
Moorpark Road
Right
27 Thru
543
Left
91 InOut Total
648 661 1309
Right
74 Thru
121
Left
78 OutTotal In
262 273 535
Left
66 Thru
530
Right
73 Out TotalIn
722 669 1391
Left
44 Thru
98 Right
101
TotalOut In
214 243 457
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 15 112 3 130 17 20 16 53 12 132 14 158 9 22 19 50 +15 mins. 19 149 7 175 17 23 16 56 22 127 14 163 13 24 24 61 +30 mins. 28 142 8 178 24 28 16 68 15 124 10 149 9 29 29 67 +45 mins. 29 140 9 178 20 50 26 96 17 147 35 199 13 23 29 65 Total Volume 91 543 27 661 78 121 74 273 66 530 73 669 44 98 101 243 % App. Total 13.8 82.1 4.1 28.6 44.3 27.1 9.9 79.2 10.9 18.1 40.3 41.6 PHF .784 .911 .750 .928 .813 .605 .712 .711 .750 .901 .521 .840 .846 .845 .871 .907 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_TNO_Moor_Hill PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Moorpark Road
E/W: Hillcrest Drive
Weather: Clear
Groups Printed- Total Volume
Moorpark Road
Southbound
Hillcrest Drive
Westbound
Moorpark Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 40 137 22 199 37 46 43 126 50 213 21 284 48 60 75 183 792 04:15 PM 40 140 16 196 39 54 47 140 40 200 26 266 44 69 57 170 772 04:30 PM 24 151 8 183 35 67 42 144 41 218 22 281 43 52 56 151 759 04:45 PM 28 149 21 198 31 69 32 132 50 189 20 259 38 54 65 157 746 Total 132 577 67 776 142 236 164 542 181 820 89 1090 173 235 253 661 3069 05:00 PM 26 150 20 196 36 57 46 139 45 242 18 305 38 58 79 175 815 05:15 PM 25 147 17 189 36 59 35 130 39 225 21 285 33 69 59 161 765 05:30 PM 33 154 14 201 35 58 41 134 44 216 23 283 30 50 54 134 752 05:45 PM 23 131 18 172 33 62 44 139 44 216 16 276 38 67 57 162 749 Total 107 582 69 758 140 236 166 542 172 899 78 1149 139 244 249 632 3081 Grand Total 239 1159 136 1534 282 472 330 1084 353 1719 167 2239 312 479 502 1293 6150 Apprch % 15.6 75.6 8.9 26 43.5 30.4 15.8 76.8 7.5 24.1 37 38.8 Total % 3.9 18.8 2.2 24.9 4.6 7.7 5.4 17.6 5.7 28 2.7 36.4 5.1 7.8 8.2 21 Moorpark Road
Southbound
Hillcrest Drive
Westbound
Moorpark Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 40 140 16 196 39 54 47 140 40 200 26 266 44 69 57 170 772 04:30 PM 24 151 8 183 35 67 42 144 41 218 22 281 43 52 56 151 759 04:45 PM 28 149 21 198 31 69 32 132 50 189 20 259 38 54 65 157 746 05:00 PM 26 150 20 196 36 57 46 139 45 242 18 305 38 58 79 175 815 Total Volume 118 590 65 773 141 247 167 555 176 849 86 1111 163 233 257 653 3092 % App. Total 15.3 76.3 8.4 25.4 44.5 30.1 15.8 76.4 7.7 25 35.7 39.4 PHF .738 .977 .774 .976 .904 .895 .888 .964 .880 .877 .827 .911 .926 .844 .813 .933 .948 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_TNO_Moor_Hill PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Moorpark Road
E/W: Hillcrest Drive
Weather: Clear
Moorpark Road
Hillcrest Drive
Hillcrest Drive
Moorpark Road
Right
65 Thru
590
Left
118
InOut Total
1179 773 1952
Right
167
Thru
247
Left
141
OutTotal In
437 555 992
Left
176
Thru
849
Right
86 Out TotalIn
988 1111 2099
Left
163
Thru
233
Right
257
TotalOut In
488 653 1141
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:15 PM 05:00 PM 04:00 PM
+0 mins. 28 149 21 198 39 54 47 140 45 242 18 305 48 60 75 183 +15 mins. 26 150 20 196 35 67 42 144 39 225 21 285 44 69 57 170 +30 mins. 25 147 17 189 31 69 32 132 44 216 23 283 43 52 56 151 +45 mins. 33 154 14 201 36 57 46 139 44 216 16 276 38 54 65 157 Total Volume 112 600 72 784 141 247 167 555 172 899 78 1149 173 235 253 661 % App. Total 14.3 76.5 9.2 25.4 44.5 30.1 15 78.2 6.8 26.2 35.6 38.3 PHF .848 .974 .857 .975 .904 .895 .888 .964 .956 .929 .848 .942 .901 .851 .843 .903 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Moorpark Road Hillcrest Drive Moorpark Road Hillcrest Drive Pedestrians Pedestrians Pedestrians Pedestrians
0001 1
0000 0
1100 2
0410 5
4000 4
0010 1
0110 2
1030 4
6661 1 9
North Leg East Leg South Leg West Leg
Moorpark Road Hillcrest Drive Moorpark Road Hillcrest Drive Pedestrians Pedestrians Pedestrians Pedestrians
4000 4
3410 8
5510 11
3300 6
8232 15
3124 10
3001 4
4202 8
33 17 7 9 66
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Thousand Oaks
Moorpark Road
Hillcrest Drive
PEDESTRIANS
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000010000000 1
000000000010 1
000000000000 0
000000000000 0
000010000020 3
000020000030 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000010 1
010000000000 1
000000000000 0
000000000100 1
001000000010 2
000000000000 0
000000000000 0
011000000130 6
Hillcrest Drive
TOTAL VOLUMES:
Moorpark Road Hillcrest Drive Moorpark Road Hillcrest Drive Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Moorpark Road Hillcrest Drive Moorpark Road
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Hillcrest Drive
Moorpark Road
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 02_TNO_Moor_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Moorpark Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Moorpark Road
Southbound
Thousand Oaks Boulevard
Westbound
Moorpark Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 13 80 0 93 18 2 9 29 9 54 28 91 1 1 4 6 219
07:15 AM 24 105 2 131 27 4 10 41 19 66 40 125 0 1 9 10 307 07:30 AM 27 101 1 129 28 9 19 56 23 81 66 170 0 4 9 13 368 07:45 AM 22 120 3 145 34 7 18 59 28 157 112 297 1 5 8 14 515 Total 86 406 6 498 107 22 56 185 79 358 246 683 2 11 30 43 1409 08:00 AM 40 113 2 155 36 9 18 63 20 136 79 235 2 3 15 20 473 08:15 AM 44 139 2 185 32 10 25 67 45 140 93 278 1 6 8 15 545 08:30 AM 54 135 7 196 45 9 26 80 41 127 105 273 3 6 8 17 566 08:45 AM 57 125 9 191 41 19 31 91 43 178 146 367 2 4 11 17 666 Total 195 512 20 727 154 47 100 301 149 581 423 1153 8 19 42 69 2250 Grand Total 281 918 26 1225 261 69 156 486 228 939 669 1836 10 30 72 112 3659 Apprch % 22.9 74.9 2.1 53.7 14.2 32.1 12.4 51.1 36.4 8.9 26.8 64.3 Total % 7.7 25.1 0.7 33.5 7.1 1.9 4.3 13.3 6.2 25.7 18.3 50.2 0.3 0.8 2 3.1 Moorpark Road
Southbound
Thousand Oaks Boulevard
Westbound
Moorpark Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 40 113 2 155 36 9 18 63 20 136 79 235 2 3 15 20 473 08:15 AM 44 139 2 185 32 10 25 67 45 140 93 278 1 6 8 15 545 08:30 AM 54 135 7 196 45 9 26 80 41 127 105 273 3 6 8 17 566 08:45 AM 57 125 9 191 41 19 31 91 43 178 146 367 2 4 11 17 666 Total Volume 195 512 20 727 154 47 100 301 149 581 423 1153 8 19 42 69 2250 % App. Total 26.8 70.4 2.8 51.2 15.6 33.2 12.9 50.4 36.7 11.6 27.5 60.9 PHF .855 .921 .556 .927 .856 .618 .806 .827 .828 .816 .724 .785 .667 .792 .700 .863 .845 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_TNO_Moor_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Moorpark Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Moorpark Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Moorpark Road
Right
20 Thru
512
Left
195
InOut Total
689 727 1416
Right
100
Thru
47 Left
154
OutTotal In
637 301 938
Left
149
Thru
581
Right
423
Out TotalIn
708 1153 1861
Left
8 Thru
19 Right
42 TotalOut In
216 69 285
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 40 113 2 155 36 9 18 63 20 136 79 235 2 3 15 20 +15 mins. 44 139 2 185 32 10 25 67 45 140 93 278 1 6 8 15 +30 mins. 54 135 7 196 45 9 26 80 41 127 105 273 3 6 8 17 +45 mins. 57 125 9 191 41 19 31 91 43 178 146 367 2 4 11 17 Total Volume 195 512 20 727 154 47 100 301 149 581 423 1153 8 19 42 69 % App. Total 26.8 70.4 2.8 51.2 15.6 33.2 12.9 50.4 36.7 11.6 27.5 60.9 PHF .855 .921 .556 .927 .856 .618 .806 .827 .828 .816 .724 .785 .667 .792 .700 .863 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_TNO_Moor_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Moorpark Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Moorpark Road
Southbound
Thousand Oaks Boulevard
Westbound
Moorpark Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 53 186 13 252 73 33 66 172 70 200 80 350 8 21 55 84 858 04:15 PM 41 164 13 218 88 34 66 188 52 189 78 319 11 27 61 99 824 04:30 PM 53 192 3 248 87 31 71 189 54 199 74 327 12 9 47 68 832 04:45 PM 46 193 5 244 90 30 65 185 71 190 95 356 8 13 43 64 849 Total 193 735 34 962 338 128 268 734 247 778 327 1352 39 70 206 315 3363 05:00 PM 47 213 6 266 114 30 84 228 68 214 61 343 7 19 65 91 928 05:15 PM 39 211 4 254 90 27 69 186 69 202 58 329 8 17 44 69 838 05:30 PM 43 204 4 251 67 34 54 155 62 224 85 371 8 18 60 86 863 05:45 PM 42 177 8 227 78 33 50 161 47 215 71 333 7 14 57 78 799 Total 171 805 22 998 349 124 257 730 246 855 275 1376 30 68 226 324 3428 Grand Total 364 1540 56 1960 687 252 525 1464 493 1633 602 2728 69 138 432 639 6791 Apprch % 18.6 78.6 2.9 46.9 17.2 35.9 18.1 59.9 22.1 10.8 21.6 67.6 Total % 5.4 22.7 0.8 28.9 10.1 3.7 7.7 21.6 7.3 24 8.9 40.2 1 2 6.4 9.4 Moorpark Road
Southbound
Thousand Oaks Boulevard
Westbound
Moorpark Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 46 193 5 244 90 30 65 185 71 190 95 356 8 13 43 64 849 05:00 PM 47 213 6 266 114 30 84 228 68 214 61 343 7 19 65 91 928 05:15 PM 39 211 4 254 90 27 69 186 69 202 58 329 8 17 44 69 838 05:30 PM 43 204 4 251 67 34 54 155 62 224 85 371 8 18 60 86 863 Total Volume 175 821 19 1015 361 121 272 754 270 830 299 1399 31 67 212 310 3478 % App. Total 17.2 80.9 1.9 47.9 16 36.1 19.3 59.3 21.4 10 21.6 68.4 PHF .931 .964 .792 .954 .792 .890 .810 .827 .951 .926 .787 .943 .969 .882 .815 .852 .937 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_TNO_Moor_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Moorpark Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Moorpark Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Moorpark Road
Right
19 Thru
821
Left
175
InOut Total
1133 1015 2148
Right
272
Thru
121
Left
361
OutTotal In
541 754 1295
Left
270
Thru
830
Right
299
Out TotalIn
1394 1399 2793
Left
31 Thru
67 Right
212
TotalOut In
410 310 720
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:15 PM 04:45 PM 05:00 PM
+0 mins. 46 193 5 244 88 34 66 188 71 190 95 356 7 19 65 91 +15 mins. 47 213 6 266 87 31 71 189 68 214 61 343 8 17 44 69 +30 mins. 39 211 4 254 90 30 65 185 69 202 58 329 8 18 60 86 +45 mins. 43 204 4 251 114 30 84 228 62 224 85 371 7 14 57 78 Total Volume 175 821 19 1015 379 125 286 790 270 830 299 1399 30 68 226 324 % App. Total 17.2 80.9 1.9 48 15.8 36.2 19.3 59.3 21.4 9.3 21 69.8 PHF .931 .964 .792 .954 .831 .919 .851 .866 .951 .926 .787 .943 .938 .895 .869 .890 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Moorpark Road Thousand Oaks Boulevard Moorpark Road Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
1200 3
1300 4
0000 0
0000 0
0200 2
2001 3
2200 4
0000 0
6901 1 6
North Leg East Leg South Leg West Leg
Moorpark Road Thousand Oaks Boulevard Moorpark Road Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
3200 5
1100 2
2100 3
3400 7
1301 5
2000 2
0000 0
12 11 0 1 24
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Thousand Oaks
Moorpark Road
Thousand Oaks Boulevard
PEDESTRIANS
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000001000 1
000010000010 2
000000000000 0
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000010001030 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1
000010000000 1
000310000010 5
000100000000 1
000100000000 1
000020000000 2
000000000000 0
000000002000 2
000550002010 1 3
Thousand Oaks Boulevard
TOTAL VOLUMES:
Moorpark Road Thousand Oaks Boulevard Moorpark Road Thousand Oaks Boulevard Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Moorpark Road Thousand Oaks Boulevard Moorpark Road
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Thousand Oaks Boulevard
Moorpark Road
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 03_TNO_Hode_Hill AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Hillcrest Drive
Weather: Clear
Groups Printed- Total Volume
Hodencamp Road
Southbound
Hillcrest Drive
Westbound
Hodencamp Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 13 23 3 39 2 23 16 41 2 10 0 12 1 19 6 26 118
07:15 AM 31 21 12 64 6 42 16 64 1 9 4 14 2 17 2 21 163
07:30 AM 34 34 10 78 11 41 26 78 1 12 0 13 1 22 5 28 197 07:45 AM 36 40 12 88 12 75 26 113 7 22 1 30 5 20 9 34 265 Total 114 118 37 269 31 181 84 296 11 53 5 69 9 78 22 109 743 08:00 AM 34 38 12 84 11 59 33 103 9 25 0 34 5 23 7 35 256 08:15 AM 35 37 9 81 15 65 26 106 5 17 5 27 2 35 8 45 259 08:30 AM 29 37 13 79 7 72 24 103 9 18 1 28 3 30 11 44 254 08:45 AM 23 42 12 77 10 96 37 143 8 30 4 42 6 48 12 66 328 Total 121 154 46 321 43 292 120 455 31 90 10 131 16 136 38 190 1097 Grand Total 235 272 83 590 74 473 204 751 42 143 15 200 25 214 60 299 1840 Apprch % 39.8 46.1 14.1 9.9 63 27.2 21 71.5 7.5 8.4 71.6 20.1 Total % 12.8 14.8 4.5 32.1 4 25.7 11.1 40.8 2.3 7.8 0.8 10.9 1.4 11.6 3.3 16.2 Hodencamp Road
Southbound
Hillcrest Drive
Westbound
Hodencamp Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 34 38 12 84 11 59 33 103 9 25 0 34 5 23 7 35 256 08:15 AM 35 37 9 81 15 65 26 106 5 17 5 27 2 35 8 45 259 08:30 AM 29 37 13 79 7 72 24 103 9 18 1 28 3 30 11 44 254 08:45 AM 23 42 12 77 10 96 37 143 8 30 4 42 6 48 12 66 328 Total Volume 121 154 46 321 43 292 120 455 31 90 10 131 16 136 38 190 1097 % App. Total 37.7 48 14.3 9.5 64.2 26.4 23.7 68.7 7.6 8.4 71.6 20 PHF .864 .917 .885 .955 .717 .760 .811 .795 .861 .750 .500 .780 .667 .708 .792 .720 .836 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_TNO_Hode_Hill AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Hillcrest Drive
Weather: Clear
Hodencamp Road
Hillcrest Drive
Hillcrest Drive
Hodencamp Road
Right
46 Thru
154
Left
121
InOut Total
226 321 547
Right
120
Thru
292
Left
43 OutTotal In
267 455 722
Left
31 Thru
90 Right
10 Out TotalIn
235 131 366
Left
16 Thru
136
Right
38 TotalOut In
369 190 559
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 36 40 12 88 11 59 33 103 9 25 0 34 5 23 7 35
+15 mins. 34 38 12 84 15 65 26 106 5 17 5 27 2 35 8 45
+30 mins. 35 37 9 81 7 72 24 103 9 18 1 28 3 30 11 44
+45 mins. 29 37 13 79 10 96 37 143 8 30 4 42 6 48 12 66 Total Volume 134 152 46 332 43 292 120 455 31 90 10 131 16 136 38 190 % App. Total 40.4 45.8 13.9 9.5 64.2 26.4 23.7 68.7 7.6 8.4 71.6 20 PHF .931 .950 .885 .943 .717 .760 .811 .795 .861 .750 .500 .780 .667 .708 .792 .720 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_TNO_Hode_Hill PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Hillcrest Drive
Weather: Clear
Groups Printed- Total Volume
Hodencamp Road
Southbound
Hillcrest Drive
Westbound
Hodencamp Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 33 42 9 84 8 84 32 124 8 44 4 56 7 99 17 123 387 04:15 PM 43 38 14 95 11 85 40 136 7 37 8 52 13 104 25 142 425 04:30 PM 29 43 3 75 6 91 34 131 13 52 8 73 10 80 17 107 386 04:45 PM 31 37 13 81 10 89 38 137 16 45 6 67 11 78 10 99 384 Total 136 160 39 335 35 349 144 528 44 178 26 248 41 361 69 471 1582 05:00 PM 43 28 7 78 7 85 46 138 10 52 7 69 5 103 12 120 405 05:15 PM 39 33 6 78 2 86 51 139 14 55 11 80 17 88 12 117 414 05:30 PM 28 18 5 51 5 94 37 136 12 37 13 62 13 80 15 108 357 05:45 PM 31 25 8 64 6 104 38 148 5 42 6 53 10 93 13 116 381 Total 141 104 26 271 20 369 172 561 41 186 37 264 45 364 52 461 1557 Grand Total 277 264 65 606 55 718 316 1089 85 364 63 512 86 725 121 932 3139 Apprch % 45.7 43.6 10.7 5.1 65.9 29 16.6 71.1 12.3 9.2 77.8 13 Total % 8.8 8.4 2.1 19.3 1.8 22.9 10.1 34.7 2.7 11.6 2 16.3 2.7 23.1 3.9 29.7 Hodencamp Road
Southbound
Hillcrest Drive
Westbound
Hodencamp Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 43 38 14 95 11 85 40 136 7 37 8 52 13 104 25 142 425 04:30 PM 29 43 3 75 6 91 34 131 13 52 8 73 10 80 17 107 386 04:45 PM 31 37 13 81 10 89 38 137 16 45 6 67 11 78 10 99 384 05:00 PM 43 28 7 78 7 85 46 138 10 52 7 69 5 103 12 120 405 Total Volume 146 146 37 329 34 350 158 542 46 186 29 261 39 365 64 468 1600 % App. Total 44.4 44.4 11.2 6.3 64.6 29.2 17.6 71.3 11.1 8.3 78 13.7 PHF .849 .849 .661 .866 .773 .962 .859 .982 .719 .894 .906 .894 .750 .877 .640 .824 .941 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_TNO_Hode_Hill PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Hillcrest Drive
Weather: Clear
Hodencamp Road
Hillcrest Drive
Hillcrest Drive
Hodencamp Road
Right
37 Thru
146
Left
146
InOut Total
383 329 712
Right
158
Thru
350
Left
34 OutTotal In
540 542 1082
Left
46 Thru
186
Right
29 Out TotalIn
244 261 505
Left
39 Thru
365
Right
64 TotalOut In
433 468 901
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:30 PM 04:00 PM
+0 mins. 33 42 9 84 7 85 46 138 13 52 8 73 7 99 17 123
+15 mins. 43 38 14 95 2 86 51 139 16 45 6 67 13 104 25 142 +30 mins. 29 43 3 75 5 94 37 136 10 52 7 69 10 80 17 107 +45 mins. 31 37 13 81 6 104 38 148 14 55 11 80 11 78 10 99 Total Volume 136 160 39 335 20 369 172 561 53 204 32 289 41 361 69 471 % App. Total 40.6 47.8 11.6 3.6 65.8 30.7 18.3 70.6 11.1 8.7 76.6 14.6 PHF .791 .930 .696 .882 .714 .887 .843 .948 .828 .927 .727 .903 .788 .868 .690 .829 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Hodencamp Road Hillcrest Drive Hodencamp Road Hillcrest Drive Pedestrians Pedestrians Pedestrians Pedestrians
5001 6
0000 0
0000 0
0101 2
1001 2
0020 2
0110 2
0111 3
6344 1 7
North Leg East Leg South Leg West Leg
Hodencamp Road Hillcrest Drive Hodencamp Road Hillcrest Drive Pedestrians Pedestrians Pedestrians Pedestrians
0003 3
1001 2
0000 0
1001 2
1012 4
0000 0
0002 2
0002 2
3 0 1 11 15
Thousand Oaks
Hodencamp Road
Hillcrest Drive
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
020010000000 3
100000000000 1
010000000000 1
100000000010 2
002000000000 2
232010000010 9
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010001000110 4
000010010010 3
010000000100 2
000020000000 2
001000000000 1
000010000010 2
000000000000 0
000000010000 1
021041020230 1 5
Hillcrest Drive
Hodencamp Road
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Hodencamp Road Hillcrest Drive Hodencamp Road Hillcrest Drive TOTAL VOLUMES:
Hodencamp Road Hillcrest Drive Hodencamp Road Hillcrest Drive Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 04_TNO_Hode_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Hodencamp Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 24 6 30 29 7 36 3 23 26 92
07:15 AM 21 6 27 43 10 53 7 32 39 119
07:30 AM 31 11 42 41 13 54 4 44 48 144
07:45 AM 34 15 49 65 23 88 6 44 50 187
Total 110 38 148 178 53 231 20 143 163 542
08:00 AM 32 16 48 55 28 83 4 57 61 192
08:15 AM 28 18 46 69 18 87 13 70 83 216
08:30 AM 27 24 51 65 31 96 6 120 126 273
08:45 AM 43 22 65 78 42 120 7 123 130 315
Total 130 80 210 267 119 386 30 370 400 996
Grand Total 240 118 358 445 172 617 50 513 563 1538
Apprch % 67 33 72.1 27.9 8.9 91.1
Total % 15.6 7.7 23.3 28.9 11.2 40.1 3.3 33.4 36.6
Hodencamp Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 32 16 48 55 28 83 4 57 61 192
08:15 AM 28 18 46 69 18 87 13 70 83 216
08:30 AM 27 24 51 65 31 96 6 120 126 273
08:45 AM 43 22 65 78 42 120 7 123 130 315
Total Volume 130 80 210 267 119 386 30 370 400 996
% App. Total 61.9 38.1 69.2 30.8 7.5 92.5
PHF .756 .833 .808 .856 .708 .804 .577 .752 .769 .790
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_TNO_Hode_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Hodencamp Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Right
80 Left
130
InOut Total
149 210 359
Right
119
Thru
267
OutTotal In
500 386 886
Left
30 Thru
370
TotalOut In
347 400 747
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 32 16 48 55 28 83 4 57 61
+15 mins. 28 18 46 69 18 87 13 70 83
+30 mins. 27 24 51 65 31 96 6 120 126
+45 mins. 43 22 65 78 42 120 7 123 130
Total Volume 130 80 210 267 119 386 30 370 400
% App. Total 61.9 38.1 69.2 30.8 7.5 92.5
PHF .756 .833 .808 .856 .708 .804 .577 .752 .769
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_TNO_Hode_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Hodencamp Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 46 28 74 119 36 155 24 135 159 388
04:15 PM 61 21 82 118 38 156 18 108 126 364
04:30 PM 55 17 72 130 49 179 24 109 133 384
04:45 PM 41 23 64 113 51 164 19 108 127 355
Total 203 89 292 480 174 654 85 460 545 1491
05:00 PM 48 18 66 135 47 182 20 114 134 382
05:15 PM 45 12 57 127 59 186 21 114 135 378
05:30 PM 47 10 57 118 47 165 15 93 108 330
05:45 PM 37 15 52 105 42 147 15 66 81 280
Total 177 55 232 485 195 680 71 387 458 1370
Grand Total 380 144 524 965 369 1334 156 847 1003 2861
Apprch % 72.5 27.5 72.3 27.7 15.6 84.4
Total % 13.3 5 18.3 33.7 12.9 46.6 5.5 29.6 35.1
Hodencamp Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 55 17 72 130 49 179 24 109 133 384
04:45 PM 41 23 64 113 51 164 19 108 127 355
05:00 PM 48 18 66 135 47 182 20 114 134 382
05:15 PM 45 12 57 127 59 186 21 114 135 378
Total Volume 189 70 259 505 206 711 84 445 529 1499
% App. Total 73 27 71 29 15.9 84.1
PHF .859 .761 .899 .935 .873 .956 .875 .976 .980 .976
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_TNO_Hode_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Hodencamp Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Hodencamp Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Right
70 Left
189
InOut Total
290 259 549
Right
206
Thru
505
OutTotal In
634 711 1345
Left
84 Thru
445
TotalOut In
575 529 1104
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:30 PM 04:00 PM
+0 mins. 46 28 74 130 49 179 24 135 159
+15 mins. 61 21 82 113 51 164 18 108 126
+30 mins. 55 17 72 135 47 182 24 109 133
+45 mins. 41 23 64 127 59 186 19 108 127
Total Volume 203 89 292 505 206 711 85 460 545
% App. Total 69.5 30.5 71 29 15.6 84.4
PHF .832 .795 .890 .935 .873 .956 .885 .852 .857
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Hodencamp Road Thousand Oaks Boulevard Hodencamp Road Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0011 2
0010 1
1010 2
0011 2
1011 3
1000 1
3001 4
6054 1 5
North Leg East Leg South Leg West Leg
Hodencamp Road Thousand Oaks Boulevard Hodencamp Road Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
2001 3
2020 4
2000 2
1013 5
3001 4
3000 3
2021 5
3041 8
18 0 9 7 34
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Thousand Oaks
Hodencamp Road
Thousand Oaks Boulevard
PEDESTRIANS
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000010 1
000010000000 1
100000000000 1
000000000010 1
000000000000 0
000000000000 0
000000000000 0
100010000030 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 100000000000 1
000020000000 2
001030000010 5
000010000010 2
000011000000 2
000000000000 0
000000000000 0
000001000000 1
101072000020 1 3
Thousand Oaks Boulevard
TOTAL VOLUMES:
Hodencamp Road Thousand Oaks Boulevard Hodencamp Road Thousand Oaks Boulevard Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Hodencamp Road Thousand Oaks Boulevard Hodencamp Road
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Thousand Oaks Boulevard
Hodencamp Road
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 05_TNO_S23 Off_Hill AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: SR-23 SB Off Ramp/W SR-23 Frontage
E/W: Hillcrest Drive
Weather: Clear
Groups Printed- Total Volume
SR-23 Southbound Off
Ramp
Southbound
Hillcrest Drive
Westbound
West SR-23 Frontage Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 38 43 23 104 0 16 0 16 0 0 0 0 0 44 6 50 170
07:15 AM 45 58 35 138 0 22 0 22 0 0 0 0 0 69 3 72 232
07:30 AM 66 67 42 175 1 35 0 36 0 0 0 0 1 70 4 75 286
07:45 AM 65 106 72 243 1 46 0 47 0 0 0 0 0 98 5 103 393 Total 214 274 172 660 2 119 0 121 0 0 0 0 1 281 18 300 1081 08:00 AM 59 74 53 186 1 42 0 43 0 0 0 0 0 89 1 90 319
08:15 AM 66 97 75 238 3 41 0 44 0 0 0 0 0 84 5 89 371
08:30 AM 73 78 65 216 2 37 0 39 0 0 0 0 0 91 3 94 349
08:45 AM 49 98 85 232 1 54 0 55 0 0 0 0 0 83 5 88 375
Total 247 347 278 872 7 174 0 181 0 0 0 0 0 347 14 361 1414 Grand Total 461 621 450 1532 9 293 0 302 0 0 0 0 1 628 32 661 2495 Apprch % 30.1 40.5 29.4 3 97 0 0 0 0 0.2 95 4.8
Total % 18.5 24.9 18 61.4 0.4 11.7 0 12.1 0 0 0 0 0 25.2 1.3 26.5 SR-23 Southbound Off
Ramp
Southbound
Hillcrest Drive
Westbound
West SR-23 Frontage Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 65 106 72 243 1 46 0 47 0 0 0 0 0 98 5 103 393 08:00 AM 59 74 53 186 1 42 0 43 0 0 0 0 0 89 1 90 319
08:15 AM 66 97 75 238 3 41 0 44 0 0 0 0 0 84 5 89 371
08:30 AM 73 78 65 216 2 37 0 39 0 0 0 0 0 91 3 94 349
Total Volume 263 355 265 883 7 166 0 173 0 0 0 0 0 362 14 376 1432 % App. Total 29.8 40.2 30 4 96 0 0 0 0 0 96.3 3.7
PHF .901 .837 .883 .908 .583 .902 .000 .920 .000 .000 .000 .000 .000 .923 .700 .913 .911 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_TNO_S23 Off_Hill AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: SR-23 SB Off Ramp/W SR-23 Frontage
E/W: Hillcrest Drive
Weather: Clear
SR-23 Southbound Off Ramp
Hillcrest Drive
Hillcrest Drive
West SR-23 Frontage Road
Right
265
Thru
355
Left
263
InOut Total
0 883 883
Right
0 Thru
166
Left
7 OutTotal In
625 173 798
Left
0 Thru
0 Right
0 Out TotalIn
376 0 376
Left
0 Thru
362
Right
14 TotalOut In
431 376 807
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 08:00 AM 07:00 AM 07:45 AM
+0 mins. 65 106 72 243 1 42 0 43 0 0 0 0 0 98 5 103
+15 mins. 59 74 53 186 3 41 0 44 0 0 0 0 0 89 1 90
+30 mins. 66 97 75 238 2 37 0 39 0 0 0 0 0 84 5 89
+45 mins. 73 78 65 216 1 54 0 55 0 0 0 0 0 91 3 94
Total Volume 263 355 265 883 7 174 0 181 0 0 0 0 0 362 14 376 % App. Total 29.8 40.2 30 3.9 96.1 0 0 0 0 0 96.3 3.7 PHF .901 .837 .883 .908 .583 .806 .000 .823 .000 .000 .000 .000 .000 .923 .700 .913 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_TNO_S23 Off_Hill PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: SR-23 SB Off Ramp/W SR-23 Frontage
E/W: Hillcrest Drive
Weather: Clear
Groups Printed- Total Volume
SR-23 Southbound Off
Ramp
Southbound
Hillcrest Drive
Westbound
West SR-23 Frontage Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 34 65 48 147 0 87 0 87 0 0 0 0 0 136 3 139 373 04:15 PM 56 47 67 170 2 78 0 80 0 0 0 0 0 145 4 149 399 04:30 PM 47 43 65 155 1 92 0 93 0 0 0 0 0 128 3 131 379 04:45 PM 32 72 74 178 3 78 0 81 0 0 0 0 0 113 4 117 376 Total 169 227 254 650 6 335 0 341 0 0 0 0 0 522 14 536 1527 05:00 PM 41 59 57 157 2 103 0 105 0 0 0 0 0 167 0 167 429 05:15 PM 51 55 60 166 3 79 0 82 0 0 0 0 0 146 1 147 395 05:30 PM 35 44 72 151 1 83 0 84 0 0 0 0 0 108 2 110 345 05:45 PM 48 55 81 184 1 84 0 85 0 0 0 0 0 133 4 137 406 Total 175 213 270 658 7 349 0 356 0 0 0 0 0 554 7 561 1575 Grand Total 344 440 524 1308 13 684 0 697 0 0 0 0 0 1076 21 1097 3102 Apprch % 26.3 33.6 40.1 1.9 98.1 0 0 0 0 0 98.1 1.9
Total % 11.1 14.2 16.9 42.2 0.4 22.1 0 22.5 0 0 0 0 0 34.7 0.7 35.4 SR-23 Southbound Off
Ramp
Southbound
Hillcrest Drive
Westbound
West SR-23 Frontage Road
Northbound
Hillcrest Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 56 47 67 170 2 78 0 80 0 0 0 0 0 145 4 149 399 04:30 PM 47 43 65 155 1 92 0 93 0 0 0 0 0 128 3 131 379 04:45 PM 32 72 74 178 3 78 0 81 0 0 0 0 0 113 4 117 376 05:00 PM 41 59 57 157 2 103 0 105 0 0 0 0 0 167 0 167 429 Total Volume 176 221 263 660 8 351 0 359 0 0 0 0 0 553 11 564 1583 % App. Total 26.7 33.5 39.8 2.2 97.8 0 0 0 0 0 98 2
PHF .786 .767 .889 .927 .667 .852 .000 .855 .000 .000 .000 .000 .000 .828 .688 .844 .922 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_TNO_S23 Off_Hill PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: SR-23 SB Off Ramp/W SR-23 Frontage
E/W: Hillcrest Drive
Weather: Clear
SR-23 Southbound Off Ramp
Hillcrest Drive
Hillcrest Drive
West SR-23 Frontage Road
Right
263
Thru
221
Left
176
InOut Total
0 660 660
Right
0 Thru
351
Left
8 OutTotal In
729 359 1088
Left
0 Thru
0 Right
0 Out TotalIn
240 0 240
Left
0 Thru
553
Right
11 TotalOut In
614 564 1178
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 04:00 PM 04:15 PM
+0 mins. 56 47 67 170 1 92 0 93 0 0 0 0 0 145 4 149
+15 mins. 47 43 65 155 3 78 0 81 0 0 0 0 0 128 3 131
+30 mins. 32 72 74 178 2 103 0 105 0 0 0 0 0 113 4 117
+45 mins. 41 59 57 157 3 79 0 82 0 0 0 0 0 167 0 167
Total Volume 176 221 263 660 9 352 0 361 0 0 0 0 0 553 11 564 % App. Total 26.7 33.5 39.8 2.5 97.5 0 0 0 0 0 98 2
PHF .786 .767 .889 .927 .750 .854 .000 .860 .000 .000 .000 .000 .000 .828 .688 .844 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
SR-23 SB Off Ramp Hillcrest Drive West SR-23 Frontage Rd Hillcrest Drive Pedestrians Pedestrians Pedestrians Pedestrians
2000 2
1000 1
1010 2
0000 0
1000 1
0000 0
0000 0
0010 1
5020 7
North Leg East Leg South Leg West Leg
SR-23 SB Off Ramp Hillcrest Drive West SR-23 Frontage Rd Hillcrest Drive Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
1001 2
0000 0
0020 2
1010 2
0000 0
0020 2
0001 1
2052 9
Thousand Oaks
SR-23 SB Off Ramp
Hillcrest Drive
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000020 2
000000000010 1
000000000000 0
000000000020 2
000000000050 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010000000 1
000000000010 1
000010000000 1
000000000000 0
000010000010 2
000000000000 0
000000000000 0
000030000020 5
Hillcrest Drive
SR-23 SB Off Ramp
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
SR-23 SB Off Ramp Hillcrest Drive West SR-23 Frontage Rd Hillcrest Drive TOTAL VOLUMES:
SR-23 SB Off Ramp Hillcrest Drive West SR-23 Frontage Rd Hillcrest Drive Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 06_TNO_23F_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: West SR-23 Frontage Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
West SR-23 Frontage Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 33 15 48 34 0 34 0 59 59 141
07:15 AM 42 22 64 57 0 57 0 65 65 186
07:30 AM 35 38 73 60 0 60 0 70 70 203
07:45 AM 51 58 109 92 0 92 0 64 64 265
Total 161 133 294 243 0 243 0 258 258 795
08:00 AM 37 42 79 79 0 79 0 94 94 252
08:15 AM 61 44 105 100 0 100 0 100 100 305
08:30 AM 41 45 86 104 0 104 0 144 144 334
08:45 AM 57 45 102 141 0 141 0 182 182 425
Total 196 176 372 424 0 424 0 520 520 1316
Grand Total 357 309 666 667 0 667 0 778 778 2111
Apprch % 53.6 46.4 100 0 0 100
Total % 16.9 14.6 31.5 31.6 0 31.6 0 36.9 36.9
West SR-23 Frontage Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 37 42 79 79 0 79 0 94 94 252
08:15 AM 61 44 105 100 0 100 0 100 100 305
08:30 AM 41 45 86 104 0 104 0 144 144 334
08:45 AM 57 45 102 141 0 141 0 182 182 425
Total Volume 196 176 372 424 0 424 0 520 520 1316
% App. Total 52.7 47.3 100 0 0 100
PHF .803 .978 .886 .752 .000 .752 .000 .714 .714 .774
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_TNO_23F_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: West SR-23 Frontage Road
E/W: Thousand Oaks Boulevard
Weather: Clear
West SR-23 Frontage Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Right
176
Left
196
InOut Total
0 372 372
Right
0 Thru
424
OutTotal In
716 424 1140
Left
0 Thru
520
TotalOut In
600 520 1120
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM 08:00 AM 08:00 AM
+0 mins. 51 58 109 79 0 79 0 94 94
+15 mins. 37 42 79 100 0 100 0 100 100
+30 mins. 61 44 105 104 0 104 0 144 144
+45 mins. 41 45 86 141 0 141 0 182 182
Total Volume 190 189 379 424 0 424 0 520 520
% App. Total 50.1 49.9 100 0 0 100
PHF .779 .815 .869 .752 .000 .752 .000 .714 .714
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_TNO_23F_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: West SR-23 Frontage Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
West SR-23 Frontage Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 31 32 63 155 0 155 0 212 212 430
04:15 PM 33 21 54 152 0 152 0 195 195 401
04:30 PM 31 19 50 161 0 161 0 198 198 409
04:45 PM 37 40 77 154 0 154 0 197 197 428
Total 132 112 244 622 0 622 0 802 802 1668
05:00 PM 38 23 61 172 0 172 0 232 232 465
05:15 PM 32 29 61 159 0 159 0 190 190 410
05:30 PM 20 26 46 141 0 141 0 152 152 339
05:45 PM 32 28 60 115 0 115 0 123 123 298
Total 122 106 228 587 0 587 0 697 697 1512
Grand Total 254 218 472 1209 0 1209 0 1499 1499 3180
Apprch % 53.8 46.2 100 0 0 100
Total % 8 6.9 14.8 38 0 38 0 47.1 47.1
West SR-23 Frontage Road
Southbound
Thousand Oaks Boulevard
Westbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 31 19 50 161 0 161 0 198 198 409
04:45 PM 37 40 77 154 0 154 0 197 197 428
05:00 PM 38 23 61 172 0 172 0 232 232 465
05:15 PM 32 29 61 159 0 159 0 190 190 410
Total Volume 138 111 249 646 0 646 0 817 817 1712
% App. Total 55.4 44.6 100 0 0 100
PHF .908 .694 .808 .939 .000 .939 .000 .880 .880 .920
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_TNO_23F_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: West SR-23 Frontage Road
E/W: Thousand Oaks Boulevard
Weather: Clear
West SR-23 Frontage Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Right
111
Left
138
InOut Total
0 249 249
Right
0 Thru
646
OutTotal In
955 646 1601
Left
0 Thru
817
TotalOut In
757 817 1574
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:15 PM
+0 mins. 31 19 50 161 0 161 0 195 195
+15 mins. 37 40 77 154 0 154 0 198 198
+30 mins. 38 23 61 172 0 172 0 197 197
+45 mins. 32 29 61 159 0 159 0 232 232
Total Volume 138 111 249 646 0 646 0 822 822
% App. Total 55.4 44.6 100 0 0 100
PHF .908 .694 .808 .939 .000 .939 .000 .886 .886
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
West SR-23 Frontage Rd Thousand Oaks Boulevard West SR-23 Frontage Rd Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
2000 2
1010 2
1000 1
2031 6
2011 4
1022 5
1011 3
0010 1
10 0 9 5 24
North Leg East Leg South Leg West Leg
West SR-23 Frontage Rd Thousand Oaks Boulevard West SR-23 Frontage Rd Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
3020 5
0044 8
0022 4
4010 5
1002 3
1030 4
1022 5
0011 2
10 0 15 11 36
Thousand Oaks
West SR-23 Frontage Rd
Thousand Oaks Boulevard
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000010 2
000000000010 1
000010000020 3
000000000010 1
000000000000 0
000000000010 1
000000000000 0
000000000000 0
000020000060 8
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000020 3
000030000000 3
000020000030 5
000020000010 3
000010000000 1
000000000000 0
000020000000 2
000010000010 2
0000 1 2 0000070 1 9
Thousand Oaks Boulevard
West SR-23 Frontage Rd
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
West SR-23 Frontage Rd Thousand Oaks Boulevard West SR-23 Frontage Rd Thousand Oaks Boulevard TOTAL VOLUMES:
West SR-23 Frontage Rd Thousand Oaks Boulevard West SR-23 Frontage Rd Thousand Oaks Boulevard Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 07_TNO_Ranc_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Rancho Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Rancho Road
Southbound
Thousand Oaks Boulevard
Westbound
Rancho Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 13 37 4 54 41 38 14 93 12 21 33 66 3 54 29 86 299 07:15 AM 13 55 8 76 51 43 14 108 20 39 56 115 1 66 34 101 400 07:30 AM 14 60 5 79 61 53 26 140 36 88 62 186 6 52 36 94 499 07:45 AM 26 65 6 97 77 82 24 183 34 90 67 191 6 62 49 117 588 Total 66 217 23 306 230 216 78 524 102 238 218 558 16 234 148 398 1786 08:00 AM 18 64 5 87 68 62 11 141 32 44 64 140 7 73 35 115 483 08:15 AM 20 61 10 91 77 77 18 172 46 79 66 191 12 88 48 148 602 08:30 AM 28 73 9 110 76 93 21 190 47 71 64 182 9 73 72 154 636 08:45 AM 29 67 6 102 63 111 21 195 61 65 101 227 10 118 86 214 738 Total 95 265 30 390 284 343 71 698 186 259 295 740 38 352 241 631 2459 Grand Total 161 482 53 696 514 559 149 1222 288 497 513 1298 54 586 389 1029 4245 Apprch % 23.1 69.3 7.6 42.1 45.7 12.2 22.2 38.3 39.5 5.2 56.9 37.8 Total % 3.8 11.4 1.2 16.4 12.1 13.2 3.5 28.8 6.8 11.7 12.1 30.6 1.3 13.8 9.2 24.2 Rancho Road
Southbound
Thousand Oaks Boulevard
Westbound
Rancho Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 18 64 5 87 68 62 11 141 32 44 64 140 7 73 35 115 483 08:15 AM 20 61 10 91 77 77 18 172 46 79 66 191 12 88 48 148 602 08:30 AM 28 73 9 110 76 93 21 190 47 71 64 182 9 73 72 154 636 08:45 AM 29 67 6 102 63 111 21 195 61 65 101 227 10 118 86 214 738 Total Volume 95 265 30 390 284 343 71 698 186 259 295 740 38 352 241 631 2459 % App. Total 24.4 67.9 7.7 40.7 49.1 10.2 25.1 35 39.9 6 55.8 38.2 PHF .819 .908 .750 .886 .922 .773 .845 .895 .762 .820 .730 .815 .792 .746 .701 .737 .833 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_TNO_Ranc_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Rancho Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Rancho Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Rancho Road
Right
30 Thru
265
Left
95 InOut Total
368 390 758
Right
71 Thru
343
Left
284
OutTotal In
742 698 1440
Left
186
Thru
259
Right
295
Out TotalIn
790 740 1530
Left
38 Thru
352
Right
241
TotalOut In
559 631 1190
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 18 64 5 87 68 62 11 141 32 44 64 140 7 73 35 115 +15 mins. 20 61 10 91 77 77 18 172 46 79 66 191 12 88 48 148 +30 mins. 28 73 9 110 76 93 21 190 47 71 64 182 9 73 72 154 +45 mins. 29 67 6 102 63 111 21 195 61 65 101 227 10 118 86 214 Total Volume 95 265 30 390 284 343 71 698 186 259 295 740 38 352 241 631 % App. Total 24.4 67.9 7.7 40.7 49.1 10.2 25.1 35 39.9 6 55.8 38.2 PHF .819 .908 .750 .886 .922 .773 .845 .895 .762 .820 .730 .815 .792 .746 .701 .737 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_TNO_Ranc_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Rancho Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Rancho Road
Southbound
Thousand Oaks Boulevard
Westbound
Rancho Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 14 43 8 65 87 161 23 271 49 50 88 187 11 110 66 187 710 04:15 PM 26 50 8 84 76 146 16 238 60 69 83 212 10 111 56 177 711 04:30 PM 14 38 6 58 80 161 21 262 53 55 82 190 7 108 73 188 698 04:45 PM 15 38 6 59 100 160 27 287 58 75 105 238 7 104 66 177 761 Total 69 169 28 266 343 628 87 1058 220 249 358 827 35 433 261 729 2880 05:00 PM 17 51 4 72 81 176 17 274 50 66 75 191 9 122 74 205 742 05:15 PM 15 32 3 50 85 174 18 277 71 69 80 220 10 113 63 186 733 05:30 PM 14 37 7 58 84 155 22 261 40 77 76 193 13 80 37 130 642 05:45 PM 14 42 4 60 84 123 17 224 40 76 70 186 12 79 41 132 602 Total 60 162 18 240 334 628 74 1036 201 288 301 790 44 394 215 653 2719 Grand Total 129 331 46 506 677 1256 161 2094 421 537 659 1617 79 827 476 1382 5599 Apprch % 25.5 65.4 9.1 32.3 60 7.7 26 33.2 40.8 5.7 59.8 34.4 Total % 2.3 5.9 0.8 9 12.1 22.4 2.9 37.4 7.5 9.6 11.8 28.9 1.4 14.8 8.5 24.7 Rancho Road
Southbound
Thousand Oaks Boulevard
Westbound
Rancho Road
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 14 38 6 58 80 161 21 262 53 55 82 190 7 108 73 188 698 04:45 PM 15 38 6 59 100 160 27 287 58 75 105 238 7 104 66 177 761 05:00 PM 17 51 4 72 81 176 17 274 50 66 75 191 9 122 74 205 742 05:15 PM 15 32 3 50 85 174 18 277 71 69 80 220 10 113 63 186 733 Total Volume 61 159 19 239 346 671 83 1100 232 265 342 839 33 447 276 756 2934 % App. Total 25.5 66.5 7.9 31.5 61 7.5 27.7 31.6 40.8 4.4 59.1 36.5 PHF .897 .779 .792 .830 .865 .953 .769 .958 .817 .883 .814 .881 .825 .916 .932 .922 .964 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 07_TNO_Ranc_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Rancho Road
E/W: Thousand Oaks Boulevard
Weather: Clear
Rancho Road
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Rancho Road
Right
19 Thru
159
Left
61 InOut Total
381 239 620
Right
83 Thru
671
Left
346
OutTotal In
850 1100 1950
Left
232
Thru
265
Right
342
Out TotalIn
781 839 1620
Left
33 Thru
447
Right
276
TotalOut In
922 756 1678
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 04:45 PM 04:30 PM
+0 mins. 26 50 8 84 80 161 21 262 58 75 105 238 7 108 73 188 +15 mins. 14 38 6 58 100 160 27 287 50 66 75 191 7 104 66 177 +30 mins. 15 38 6 59 81 176 17 274 71 69 80 220 9 122 74 205 +45 mins. 17 51 4 72 85 174 18 277 40 77 76 193 10 113 63 186 Total Volume 72 177 24 273 346 671 83 1100 219 287 336 842 33 447 276 756 % App. Total 26.4 64.8 8.8 31.5 61 7.5 26 34.1 39.9 4.4 59.1 36.5 PHF .692 .868 .750 .813 .865 .953 .769 .958 .771 .932 .800 .884 .825 .916 .932 .922 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Rancho Road Thousand Oaks Boulevard Rancho Road Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0010 1
0010 1
4000 4
1121 5
0110 2
2211 6
3120 6
10 5 8 2 25
North Leg East Leg South Leg West Leg
Rancho Road Thousand Oaks Boulevard Rancho Road Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
1310 5
3002 5
1040 5
3121 7
1000 1
1010 2
1210 4
1321 7
12 9 11 4 36
Thousand Oaks
Rancho Road
Thousand Oaks Boulevard
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000010 2
000100000000 1
000000000010 1
000100001010 3
000000000000 0
100000000010 2
000000000000 0
100000000000 1
200210001040 1 0
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000011000020 4
000031000000 4
100020001020 6
000010001010 3
000110000000 2
000000000000 0
000020000000 2
100010000010 3
2001 1 1 2002060 2 4
Thousand Oaks Boulevard
Rancho Road
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Rancho Road Thousand Oaks Boulevard Rancho Road Thousand Oaks Boulevard TOTAL VOLUMES:
Rancho Road Thousand Oaks Boulevard Rancho Road Thousand Oaks Boulevard Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 08_TNO_Lomb_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Lombard Street
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Lombard Street
Southbound
Thousand Oaks Boulevard
Westbound
Lombard Street
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 1 2 5 30 0 35 0 0 0 0 2 25 0 27 64
07:15 AM 0 0 1 1 9 36 4 49 1 1 1 3 2 38 0 40 93
07:30 AM 0 0 0 0 9 42 1 52 1 0 1 2 4 49 2 55 109
07:45 AM 1 0 1 2 7 70 3 80 0 0 3 3 7 46 2 55 140
Total 2 0 3 5 30 178 8 216 2 1 5 8 15 158 4 177 406
08:00 AM 1 0 5 6 6 58 5 69 4 0 6 10 2 55 5 62 147
08:15 AM 1 0 1 2 8 76 3 87 1 0 2 3 6 81 0 87 179
08:30 AM 1 0 0 1 9 81 0 90 3 0 5 8 5 116 1 122 221
08:45 AM 0 0 5 5 23 73 5 101 2 0 3 5 7 130 2 139 250
Total 3 0 11 14 46 288 13 347 10 0 16 26 20 382 8 410 797 Grand Total 5 0 14 19 76 466 21 563 12 1 21 34 35 540 12 587 1203 Apprch % 26.3 0 73.7 13.5 82.8 3.7 35.3 2.9 61.8 6 92 2 Total % 0.4 0 1.2 1.6 6.3 38.7 1.7 46.8 1 0.1 1.7 2.8 2.9 44.9 1 48.8 Lombard Street
Southbound
Thousand Oaks Boulevard
Westbound
Lombard Street
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 0 5 6 6 58 5 69 4 0 6 10 2 55 5 62 147
08:15 AM 1 0 1 2 8 76 3 87 1 0 2 3 6 81 0 87 179
08:30 AM 1 0 0 1 9 81 0 90 3 0 5 8 5 116 1 122 221
08:45 AM 0 0 5 5 23 73 5 101 2 0 3 5 7 130 2 139 250
Total Volume 3 0 11 14 46 288 13 347 10 0 16 26 20 382 8 410 797 % App. Total 21.4 0 78.6 13.3 83 3.7 38.5 0 61.5 4.9 93.2 2 PHF .750 .000 .550 .583 .500 .889 .650 .859 .625 .000 .667 .650 .714 .735 .400 .737 .797 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_TNO_Lomb_1KO AM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Lombard Street
E/W: Thousand Oaks Boulevard
Weather: Clear
Lombard Street
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Lombard Street
Right
11 Thru
0 Left
3 InOut Total
33 14 47
Right
13 Thru
288
Left
46 OutTotal In
401 347 748
Left
10 Thru
0 Right
16 Out TotalIn
54 26 80
Left
20 Thru
382
Right
8 TotalOut In
309 410 719
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 1 0 5 6 6 58 5 69 4 0 6 10 2 55 5 62
+15 mins. 1 0 1 2 8 76 3 87 1 0 2 3 6 81 0 87
+30 mins. 1 0 0 1 9 81 0 90 3 0 5 8 5 116 1 122
+45 mins. 0 0 5 5 23 73 5 101 2 0 3 5 7 130 2 139
Total Volume 3 0 11 14 46 288 13 347 10 0 16 26 20 382 8 410 % App. Total 21.4 0 78.6 13.3 83 3.7 38.5 0 61.5 4.9 93.2 2 PHF .750 .000 .550 .583 .500 .889 .650 .859 .625 .000 .667 .650 .714 .735 .400 .737 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_TNO_Lomb_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 1
City of Thousand Oaks
N/S: Lombard Street
E/W: Thousand Oaks Boulevard
Weather: Clear
Groups Printed- Total Volume
Lombard Street
Southbound
Thousand Oaks Boulevard
Westbound
Lombard Street
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 6 0 7 13 8 139 3 150 5 0 15 20 0 140 7 147 330 04:15 PM 0 0 5 5 12 129 0 141 6 0 14 20 4 111 1 116 282 04:30 PM 3 0 8 11 9 139 1 149 4 1 18 23 1 116 1 118 301 04:45 PM 2 0 3 5 9 123 1 133 3 0 20 23 1 102 1 104 265
Total 11 0 23 34 38 530 5 573 18 1 67 86 6 469 10 485 1178 05:00 PM 6 0 7 13 14 140 0 154 4 0 23 27 1 110 2 113 307 05:15 PM 5 0 3 8 10 132 0 142 2 0 16 18 1 109 4 114 282 05:30 PM 5 0 8 13 8 116 0 124 2 0 16 18 0 85 3 88 243
05:45 PM 1 0 2 3 7 116 0 123 4 0 6 10 0 76 1 77 213
Total 17 0 20 37 39 504 0 543 12 0 61 73 2 380 10 392 1045 Grand Total 28 0 43 71 77 1034 5 1116 30 1 128 159 8 849 20 877 2223 Apprch % 39.4 0 60.6 6.9 92.7 0.4 18.9 0.6 80.5 0.9 96.8 2.3 Total % 1.3 0 1.9 3.2 3.5 46.5 0.2 50.2 1.3 0 5.8 7.2 0.4 38.2 0.9 39.5 Lombard Street
Southbound
Thousand Oaks Boulevard
Westbound
Lombard Street
Northbound
Thousand Oaks Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 6 0 7 13 8 139 3 150 5 0 15 20 0 140 7 147 330 04:15 PM 0 0 5 5 12 129 0 141 6 0 14 20 4 111 1 116 282 04:30 PM 3 0 8 11 9 139 1 149 4 1 18 23 1 116 1 118 301 04:45 PM 2 0 3 5 9 123 1 133 3 0 20 23 1 102 1 104 265
Total Volume 11 0 23 34 38 530 5 573 18 1 67 86 6 469 10 485 1178 % App. Total 32.4 0 67.6 6.6 92.5 0.9 20.9 1.2 77.9 1.2 96.7 2.1 PHF .458 .000 .719 .654 .792 .953 .417 .955 .750 .250 .838 .935 .375 .838 .357 .825 .892 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 08_TNO_Lomb_1KO PM
Site Code : 23723527
Start Date : 6/7/2023
Page No : 2
City of Thousand Oaks
N/S: Lombard Street
E/W: Thousand Oaks Boulevard
Weather: Clear
Lombard Street
Thousand Oaks Boulevard
Thousand Oaks Boulevard
Lombard Street
Right
23 Thru
0 Left
11 InOut Total
12 34 46
Right
5 Thru
530
Left
38 OutTotal In
547 573 1120
Left
18 Thru
1 Right
67 Out TotalIn
48 86 134
Left
6 Thru
469
Right
10 TotalOut In
571 485 1056
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:30 PM 04:15 PM 04:00 PM
+0 mins. 2 0 3 5 9 139 1 149 6 0 14 20 0 140 7 147
+15 mins. 6 0 7 13 9 123 1 133 4 1 18 23 4 111 1 116
+30 mins. 5 0 3 8 14 140 0 154 3 0 20 23 1 116 1 118
+45 mins. 5 0 8 13 10 132 0 142 4 0 23 27 1 102 1 104
Total Volume 18 0 21 39 42 534 2 578 17 1 75 93 6 469 10 485 % App. Total 46.2 0 53.8 7.3 92.4 0.3 18.3 1.1 80.6 1.2 96.7 2.1 PHF .750 .000 .656 .750 .750 .954 .500 .938 .708 .250 .815 .861 .375 .838 .357 .825 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Lombard Street Thousand Oaks Boulevard Lombard Street Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
1000 1
2000 2
0010 1
2012 5
0001 1
1000 1
2000 2
2000 2
10 0 2 3 15
North Leg East Leg South Leg West Leg
Lombard Street Thousand Oaks Boulevard Lombard Street Thousand Oaks Boulevard Pedestrians Pedestrians Pedestrians Pedestrians
3121 7
3020 5
5000 5
2020 4
4010 5
2000 2
2020 4
3050 8
24 1 14 1 40
Thousand Oaks
Lombard Street
Thousand Oaks Boulevard
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/7/2023
N/S: Day: Wednesday
E/W:
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000000 0
000010000000 1
000000000000 0
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000010000020 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1
000020000000 2
000040000010 5
000010000010 2
000010000000 1
000000000000 0
000000000000 0
000000000001 1
000090000021 1 2
Thousand Oaks Boulevard
Lombard Street
Thousand Oaks
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Lombard Street Thousand Oaks Boulevard Lombard Street Thousand Oaks Boulevard TOTAL VOLUMES:
Lombard Street Thousand Oaks Boulevard Lombard Street Thousand Oaks Boulevard Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
City of Thousand Oaks
Lombard Street
S/ Thousand Oaks Boulevard
24 Hour Directional Volume Count
TNO001
Site Code: 237-23527
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 6/7/23 Norrhbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 27 0 20
12:15 1 12 0 12
12:30 0 17 0 11
12:45 0 24 1 80 0 17 0 60 1 140
01:00 0 16 0 10
01:15 1 15 0 18
01:30 0 16 0 12
01:45 0 16 1 63 0 20 0 60 1 123
02:00 0 21 0 12
02:15 0 8 0 15
02:30 0 17 0 12
02:45 0 20 0 66 0 17 0 56 0 122
03:00 0 13 0 11
03:15 0 18 0 24
03:30 0 18 0 12
03:45 0 18 0 67 0 14 0 61 0 128
04:00 0 20 0 15
04:15 0 20 0 13
04:30 0 23 0 10
04:45 0 23 0 86 0 10 0 48 0 134
05:00 0 27 0 16
05:15 0 18 0 14
05:30 0 18 4 11
05:45 0 10 0 73 2 8 6 49 6 122
06:00 2 16 5 10
06:15 0 9 1 13
06:30 2 17 4 11
06:45 3 14 7 56 4 6 14 40 21 96
07:00 0 11 5 7
07:15 3 12 9 11
07:30 2 13 11 15
07:45 3 13 8 49 9 6 34 39 42 88
08:00 10 8 11 9
08:15 3 9 8 7
08:30 8 7 10 8
08:45 5 16 26 40 25 9 54 33 80 73
09:00 7 10 11 8
09:15 8 10 12 8
09:30 5 12 11 17
09:45 8 14 28 46 16 9 50 42 78 88
10:00 9 9 8 7
10:15 13 10 11 6
10:30 13 7 14 6
10:45 18 10 53 36 10 3 43 22 96 58
11:00 18 3 8 1
11:15 11 1 8 0
11:30 16 4 19 0
11:45 17 0 62 8 11 0 46 1 108 9
Total 186 670 186 670 247 511 247 511 433 1181
Combined
Total 856 856 758 758 1614
AM Peak - 10:45 - - - 08:45 - - - - -
Vol. - 63 - - - 59 - - - - -
P.H.F. 0.875 0.590
PM Peak - - 04:15 - - - 03:15 - - - -
Vol. - - 93 - - - 65 - - - -
P.H.F. 0.861 0.677
Percentag
e 21.7% 78.3% 32.6% 67.4%
ADT/AADT ADT 1,614 AADT 1,614
City of Thousand Oaks
Thousand Oaks Boulevard
E/ Lombard Street
24 Hour Directional Volume Count
TNO002
Site Code: 237-23527
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 6/7/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 5 190 5 149
12:15 4 205 5 127
12:30 3 182 3 125
12:45 3 228 15 805 1 133 14 534 29 1339
01:00 7 196 4 134
01:15 6 209 1 144
01:30 5 201 2 137
01:45 3 250 21 856 3 169 10 584 31 1440
02:00 2 226 3 142
02:15 3 193 1 147
02:30 1 189 0 147
02:45 2 196 8 804 3 133 7 569 15 1373
03:00 1 123 0 138
03:15 1 146 3 149
03:30 0 147 0 153
03:45 1 129 3 545 1 143 4 583 7 1128
04:00 1 161 0 150
04:15 1 125 0 141
04:30 2 137 2 149
04:45 3 124 7 547 11 133 13 573 20 1120
05:00 5 139 7 154
05:15 4 130 4 142
05:30 6 106 11 124
05:45 20 83 35 458 13 123 35 543 70 1001
06:00 17 102 13 110
06:15 17 88 11 98
06:30 15 111 26 92
06:45 34 85 83 386 31 106 81 406 164 792
07:00 26 90 35 82
07:15 39 84 49 81
07:30 50 65 52 73
07:45 50 64 165 303 80 78 216 314 381 617
08:00 62 71 69 57
08:15 84 62 87 52
08:30 122 56 90 58
08:45 133 50 401 239 101 49 347 216 748 455
09:00 136 46 70 44
09:15 138 47 101 38
09:30 129 39 105 39
09:45 139 61 542 193 113 35 389 156 931 349
10:00 154 37 110 31
10:15 130 29 85 27
10:30 152 21 131 24
10:45 153 18 589 105 121 18 447 100 1036 205
11:00 172 11 127 9
11:15 165 11 132 11
11:30 167 9 117 14
11:45 188 6 692 37 147 4 523 38 1215 75
Total 2561 5278 2561 5278 2086 4616 2086 4616 4647 9894 Combined
Total 7839 7839 6702 6702 14541
AM Peak - 11:00 - - - 11:00 - - - - -
Vol. - 692 - - - 523 - - - - -
P.H.F. 0.920 0.889
PM Peak - - 01:15 - - - 01:45 - - - -
Vol. - - 886 - - - 605 - - - -
P.H.F. 0.886 0.895
Percentag
e 32.7% 67.3% 31.1% 68.9%
ADT/AADT ADT 14,541 AADT 14,541
City of Thousand Oaks
Thousand Oaks Boulevard
W/ Lombard Street
24 Hour Directional Volume Count
TNO003
Site Code: 237-23527
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 6/7/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 5 166 5 150
12:15 4 200 6 126
12:30 3 172 3 127
12:45 3 209 15 747 1 126 15 529 30 1276
01:00 7 187 4 134
01:15 5 200 1 138
01:30 5 190 2 132
01:45 3 242 20 819 3 158 10 562 30 1381
02:00 2 206 3 142
02:15 3 188 1 133
02:30 1 181 0 150
02:45 2 187 8 762 3 128 7 553 15 1315
03:00 2 116 0 137
03:15 1 138 3 142
03:30 0 137 0 159
03:45 1 116 4 507 1 139 4 577 8 1084
04:00 1 147 0 151
04:15 1 116 0 140
04:30 2 118 2 151
04:45 4 104 8 485 10 129 12 571 20 1056
05:00 5 113 7 151
05:15 4 114 4 137
05:30 7 88 8 126
05:45 21 77 37 392 12 122 31 536 68 928
06:00 16 88 9 109
06:15 18 89 11 96
06:30 17 98 23 91
06:45 35 73 86 348 29 108 72 404 158 752
07:00 27 82 31 84
07:15 40 79 38 77
07:30 55 60 43 67
07:45 55 55 177 276 71 76 183 304 360 580
08:00 62 72 67 57
08:15 87 58 78 50
08:30 122 54 84 56
08:45 139 42 410 226 80 49 309 212 719 438
09:00 134 41 63 41
09:15 135 43 92 35
09:30 130 35 97 30
09:45 139 49 538 168 101 28 353 134 891 302
10:00 148 29 107 25
10:15 127 26 82 28
10:30 142 16 123 20
10:45 139 12 556 83 119 19 431 92 987 175
11:00 158 9 127 9
11:15 160 10 132 11
11:30 160 7 106 16
11:45 176 5 654 31 143 4 508 40 1162 71
Total 2513 4844 2513 4844 1935 4514 1935 4514 4448 9358 Combined
Total 7357 7357 6449 6449 13806
AM Peak - 11:00 - - - 11:00 - - - - -
Vol. - 654 - - - 508 - - - - -
P.H.F. 0.929 0.888
PM Peak - - 01:15 - - - 03:15 - - - -
Vol. - - 838 - - - 591 - - - -
P.H.F. 0.866 0.929
Percentag
e 34.2% 65.8% 30.0% 70.0%
ADT/AADT ADT 13,806 AADT 13,806
500 Thousand Oaks Boulevard
Appendix B: Synchro Report (LOS)
500 Thousand Oaks Boulevard
Existing Conditions
Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 19 42 154 47 100 149 581 423 195 512 20 Future Volume (vph) 8 19 42 154 47 100 149 581 423 195 512 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 0.97 1.00 1.00 0.97 0.91 1.00 0.97 0.91 0.91 Frt 0.922 0.850 0.850 0.850 0.994
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3126 1441 3433 1863 1583 3433 5085 1583 3433 5055 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3126 1441 3433 1863 1583 3433 5085 1583 3433 5055 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 23 118 109 460 7
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 672 498 415
Travel Time (s) 4.4 15.3 11.3 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 21 46 167 51 109 162 632 460 212 557 22 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 9 44 23 167 51 109 162 632 460 212 579 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Prot NA Prot Prot NA Prot Prot NA Protected Phases 74438852216
Permitted Phases
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 Total Split (s) 10.0 22.0 22.0 19.0 31.0 31.0 18.0 59.0 59.0 20.0 61.0 Total Split (%) 8.3% 18.3% 18.3% 15.8% 25.8% 25.8% 15.0% 49.2% 49.2% 16.7% 50.8% Maximum Green (s) 6.0 18.0 18.0 15.0 27.0 27.0 14.0 55.0 55.0 16.0 57.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 6.0 18.0 18.0 15.0 27.0 27.0 14.0 55.0 55.0 16.0 57.0 Actuated g/C Ratio 0.05 0.15 0.15 0.12 0.22 0.22 0.12 0.46 0.46 0.13 0.48 v/c Ratio 0.10 0.09 0.07 0.39 0.12 0.25 0.41 0.27 0.47 0.46 0.24 Control Delay 57.1 26.2 0.4 51.3 38.1 8.4 52.5 20.5 3.5 64.3 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 26.2 0.4 51.3 38.1 8.4 52.5 20.5 3.5 64.3 11.0 Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S ECADDADCAEB
Approach Delay 22.1 34.9 18.4 25.3
Approach LOS C C B C
Stops (vph) 10 19 0 138 37 16 135 346 27 190 149
Fuel Used(gal) 00051237255
CO Emissions (g/hr) 11 26 2 345 95 135 204 461 146 336 371 NOx Emissions (g/hr) 2 5 0 67 18 26 40 90 28 65 72
VOC Emissions (g/hr) 3 6 1 80 22 31 47 107 34 78 86
Dilemma Vehicles (#) 00000000000
Queue Length 50th (ft) 7 7 0 62 32 0 60 108 0 88 46
Queue Length 95th (ft) 24 26 0 97 67 47 95 136 57 128 64 Internal Link Dist (ft) 112 592 418 335
Turn Bay Length (ft)
Base Capacity (vph) 88 488 316 429 419 440 400 2330 974 457 2404 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.10 0.09 0.07 0.39 0.12 0.25 0.41 0.27 0.47 0.46 0.24 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.47
Intersection Signal Delay: 22.9 Intersection LOS: C
Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: Moorpark Road & Thousand Oaks Blvd
Lanes, Volumes, Timings
10: Lombard Street/Office Dwy & Thousand Oaks Boulevard 01/10/2024 Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 20 383 8 46 288 13 10 0 16 3 0 11
Future Volume (vph) 20 383 8 46 288 13 10 0 16 3 0 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.994 0.850 0.850
Flt Protected 0.998 0.950 0.950 0.950
Satd. Flow (prot) 0 3522 0 1770 3518 0 1770 0 1583 1770 0 1583 Flt Permitted 0.998 0.950 0.950 0.950
Satd. Flow (perm) 0 3522 0 1770 3518 0 1770 0 1583 1770 0 1583 Link Speed (mph) 30 30 30 30
Link Distance (ft) 1027 262 327 171
Travel Time (s) 23.3 6.0 7.4 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 416 9 50 313 14 11 0 17 3 0 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 447 0 50 327 0 11 0 17 3 0 12
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Yield
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 30 370 267 119 130 80
Future Volume (vph) 30 370 267 119 130 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1770 3539 3539 1583 3433 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1770 3539 3539 1583 3433 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 129 87
Link Speed (mph) 30 30 30
Link Distance (ft) 262 1493 609
Travel Time (s) 6.0 33.9 13.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 33 402 290 129 141 87
Shared Lane Traffic (%)
Lane Group Flow (vph) 33 402 290 129 141 87
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 24
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 8 6
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 8.0 28.0 20.0 20.0 22.0 22.0
Total Split (%) 16.0% 56.0% 40.0% 40.0% 44.0% 44.0%
Maximum Green (s) 4.0 24.0 16.0 16.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
Act Effct Green (s) 4.0 24.0 16.0 16.0 18.0 18.0
Actuated g/C Ratio 0.08 0.48 0.32 0.32 0.36 0.36
v/c Ratio 0.23 0.24 0.26 0.22 0.11 0.14
Control Delay 25.9 8.1 13.4 4.2 18.2 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.9 8.1 13.4 4.2 18.2 11.6
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S CABABB
Approach Delay 9.4 10.5 15.7
Approach LOS A B B
Stops (vph) 32 197 183 22 115 52
Fuel Used(gal) 026221
CO Emissions (g/hr) 28 172 439 157 146 75
NOx Emissions (g/hr) 5 33 85 31 29 15
VOC Emissions (g/hr) 6 40 102 36 34 17
Dilemma Vehicles (#) 000000
Queue Length 50th (ft) 9 33 32 0 21 0
Queue Length 95th (ft) 30 54 56 28 44 32
Internal Link Dist (ft) 182 1413 529
Turn Bay Length (ft)
Base Capacity (vph) 141 1698 1132 594 1235 625
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.23 0.24 0.26 0.22 0.11 0.14
Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.26
Intersection Signal Delay: 11.2 Intersection LOS: B
Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp
Lanes, Volumes, Timings
17: Hodencamp Road & Hillcrest 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 136 38 43 292 120 31 90 10 121 154 46 Future Volume (vph) 16 136 38 43 292 120 31 90 10 121 154 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.956 0.985 0.965
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 3383 0 1770 3486 0 1770 3415 0 Flt Permitted 0.950 0.950 0.616 0.683
Satd. Flow (perm) 1770 1863 1583 1770 3383 0 1147 3486 0 1272 3415 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 130 11 50
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1053 560 357 554
Travel Time (s) 23.9 12.7 8.1 12.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 148 41 47 317 130 34 98 11 132 167 50 Shared Lane Traffic (%)
Lane Group Flow (vph) 17 148 41 47 447 0 34 109 0 132 217 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 8.0 20.0 20.0 9.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 16.0% 40.0% 40.0% 18.0% 42.0% 42.0% 42.0% 42.0% 42.0% Maximum Green (s) 4.0 16.0 16.0 5.0 17.0 17.0 17.0 17.0 17.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 4.0 16.0 16.0 5.0 17.0 17.0 17.0 17.0 17.0 Actuated g/C Ratio 0.08 0.32 0.32 0.10 0.34 0.34 0.34 0.34 0.34 v/c Ratio 0.12 0.25 0.07 0.27 0.36 0.09 0.09 0.31 0.18
Control Delay 23.4 14.0 0.3 25.0 9.6 8.0 7.1 14.6 9.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.4 14.0 0.3 25.0 9.6 8.0 7.1 14.6 9.3
Lanes, Volumes, Timings
17: Hodencamp Road & Hillcrest 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S C B A C AA AB A
Approach Delay 12.0 11.1 7.3 11.3
Approach LOS BBAB
Stops (vph) 19 95 0 43 203 20 49 86 100
Fuel Used(gal) 03119 01 12
CO Emissions (g/hr) 33 233 48 84 638 28 82 95 126
NOx Emissions (g/hr) 6 45 9 16 124 5 16 18 24
VOC Emissions (g/hr) 8 54 11 20 148 6 19 22 29
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 5 31 0 13 34 8 11 28 17
Queue Length 95th (ft) 20 66 2 38 63 14 12 62 36
Internal Link Dist (ft) 973 480 277 474
Turn Bay Length (ft)
Base Capacity (vph) 141 596 580 177 1236 389 1192 432 1194 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.12 0.25 0.07 0.27 0.36 0.09 0.09 0.31 0.18 Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.36
Intersection Signal Delay: 10.9 Intersection LOS: B
Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 17: Hodencamp Road & Hillcrest
Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 98 101 78 121 74 66 530 73 91 543 27 Future Volume (vph) 44 98 101 78 121 74 66 530 73 91 543 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.97 0.91 0.91 0.97 0.95 0.95 Frt 0.850 0.943 0.982 0.993
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 1863 1583 1770 3337 0 3433 4994 0 3433 3514 0 Flt Permitted 0.950 0.688 0.950 0.950
Satd. Flow (perm) 3433 1863 1583 1282 3337 0 3433 4994 0 3433 3514 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 110 80 26 5
Link Speed (mph) 30 30 30 30
Link Distance (ft) 183 522 376 623
Travel Time (s) 4.2 11.9 8.5 14.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 48 107 110 85 132 80 72 576 79 99 590 29 Shared Lane Traffic (%)
Lane Group Flow (vph) 48 107 110 85 212 0 72 655 0 99 619 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Perm NA Prot NA Prot NA
Protected Phases 7 4 4 8 5 2 1 6
Permitted Phases 8
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 14.0 48.0 48.0 34.0 34.0 16.0 55.0 17.0 56.0 Total Split (%) 11.7% 40.0% 40.0% 28.3% 28.3% 13.3% 45.8% 14.2% 46.7% Maximum Green (s) 10.0 44.0 44.0 30.0 30.0 12.0 51.0 13.0 52.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000 0 0
Act Effct Green (s) 10.0 44.0 44.0 30.0 30.0 12.0 51.0 13.0 52.0 Actuated g/C Ratio 0.08 0.37 0.37 0.25 0.25 0.10 0.42 0.11 0.43 v/c Ratio 0.17 0.16 0.17 0.27 0.24 0.21 0.31 0.27 0.41
Control Delay 52.7 26.4 5.3 38.9 22.8 68.3 12.5 51.2 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.7 26.4 5.3 38.9 22.8 68.3 12.5 51.2 24.2 Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D C A D C E B D C
Approach Delay 22.4 27.4 18.0 27.9
Approach LOS C C B C
Stops (vph) 40 64 13 62 94 65 142 82 376
Fuel Used(gal) 11025 26 28
CO Emissions (g/hr) 53 71 23 164 342 118 422 129 534
NOx Emissions (g/hr) 10 14 4 32 67 23 82 25 104
VOC Emissions (g/hr) 12 17 5 38 79 27 98 30 124
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 18 55 0 53 42 30 45 37 168
Queue Length 95th (ft) 38 97 38 100 75 56 62 64 217
Internal Link Dist (ft) 103 442 296 543
Turn Bay Length (ft)
Base Capacity (vph) 286 683 650 320 894 343 2137 371 1525 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.17 0.16 0.17 0.27 0.24 0.21 0.31 0.27 0.41 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.41
Intersection Signal Delay: 23.5 Intersection LOS: C
Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 21: Moorpark Road & Hillcrest
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 362 14 7 166 0000 2 6 3 3 5 5 2 6 5 Future Volume (vph) 0 362 14 7 166 0000 2 6 3 3 5 5 2 6 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.994 0.955
Flt Protected 0.950 0.985
Satd. Flow (prot) 0 3518 0 1770 1863 00000 3329 0
Flt Permitted 0.512 0.985
Satd. Flow (perm) 0 3518 0 954 1863 00000 3329 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 11 199
Link Speed (mph) 30 30 30 30
Link Distance (ft) 112 455 823 414
Travel Time (s) 2.5 10.3 18.7 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 393 15 8 180 0000 2 8 6 3 8 6 2 8 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 408 0 8 180 00000 9 6 00
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type NA Perm NA Perm NA
Protected Phases 4 8 6
Permitted Phases 8 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.29 0.02 0.24 0.66
Control Delay 8.6 7.6 9.1 10.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 8.6 7.6 9.1 10.3
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS A A A B
Approach Delay 8.6 9.0 10.3
Approach LOS A A B
Stops (vph) 222 7 101 531
Fuel Used(gal) 8 0 3 8
CO Emissions (g/hr) 590 10 222 534
NOx Emissions (g/hr) 115 2 43 104
VOC Emissions (g/hr) 137 2 51 124
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 29 1 25 64
Queue Length 95th (ft) 51 6 54 112
Internal Link Dist (ft) 32 375 743 334
Turn Bay Length (ft)
Base Capacity (vph) 1413 381 745 1451
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.29 0.02 0.24 0.66
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBTL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 9.7 Intersection LOS: A
Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 23: Frontage Road/Highway 23 Off-Ramp & Hillcrest
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 520 424 0 196 176
Future Volume (vph) 0 520 424 0 196 176
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.88
Frt 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 3539 3539 0 1770 2787
Flt Permitted 0.950
Satd. Flow (perm) 0 3539 3539 0 1770 2787
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 191
Link Speed (mph) 30 30 30
Link Distance (ft) 251 831 823
Travel Time (s) 5.7 18.9 18.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 565 461 0 213 191
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 565 461 0 213 191
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type NA NA Prot Perm
Protected Phases 4 8 6
Permitted Phases 6
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.40 0.33 0.30 0.16
Control Delay 9.6 9.1 16.4 8.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.6 9.1 16.4 8.5
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S AA BA
Approach Delay 9.6 9.1 12.7
Approach LOS A A B
Stops (vph) 337 263 181 107
Fuel Used(gal) 12 6 3 2
CO Emissions (g/hr) 821 417 204 142
NOx Emissions (g/hr) 160 81 40 28
VOC Emissions (g/hr) 190 97 47 33
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 44 34 51 3
Queue Length 95th (ft) 72 58 m83 m23
Internal Link Dist (ft) 171 751 743
Turn Bay Length (ft)
Base Capacity (vph) 1415 1415 708 1229
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.40 0.33 0.30 0.16
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.40
Intersection Signal Delay: 10.3 Intersection LOS: B
Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 24: Thousand Oaks & Frontage Road
Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 38 352 241 284 343 71 186 259 295 95 265 30 Future Volume (vph) 38 352 241 284 343 71 186 259 295 95 265 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.974 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3539 1583 3433 3447 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.448 0.579
Satd. Flow (perm) 1770 3539 1583 3433 3447 0 835 3539 1583 1079 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 262 28 321 195
Link Speed (mph) 30 30 30 30
Link Distance (ft) 296 389 511 569
Travel Time (s) 6.7 8.8 11.6 12.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 383 262 309 373 77 202 282 321 103 288 33 Shared Lane Traffic (%)
Lane Group Flow (vph) 41 383 262 309 450 0 202 282 321 103 288 33 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA pm+pt NA Prot pm+pt NA Perm Protected Phases 7 4 3 8 52216
Permitted Phases 4 2 6 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 Total Split (s) 12.0 26.0 26.0 22.0 36.0 18.0 35.0 35.0 12.0 29.0 29.0 Total Split (%) 12.6% 27.4% 27.4% 23.2% 37.9% 18.9% 36.8% 36.8% 12.6% 30.5% 30.5% Maximum Green (s) 8.0 22.0 22.0 18.0 32.0 14.0 31.0 31.0 8.0 25.0 25.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 8.0 22.0 22.0 18.0 32.0 43.0 31.0 31.0 33.0 25.0 25.0 Actuated g/C Ratio 0.08 0.23 0.23 0.19 0.34 0.45 0.33 0.33 0.35 0.26 0.26 v/c Ratio 0.28 0.47 0.46 0.48 0.38 0.39 0.24 0.44 0.24 0.31 0.06 Control Delay 45.9 33.7 6.9 37.1 23.5 18.6 24.2 4.9 17.3 29.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.9 33.7 6.9 37.1 23.5 18.6 24.2 4.9 17.3 29.2 0.2 Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S DCADC BCABCA
Approach Delay 24.2 29.1 15.1 24.0
Approach LOS C C B C
Stops (vph) 36 293 29 245 285 111 182 28 61 206 0
Fuel Used(gal) 17345 232260
CO Emissions (g/hr) 62 498 183 305 337 144 231 113 139 447 29 NOx Emissions (g/hr) 12 97 36 59 65 28 45 22 27 87 6
VOC Emissions (g/hr) 14 115 42 71 78 33 54 26 32 104 7
Dilemma Vehicles (#) 00000 000000
Queue Length 50th (ft) 24 105 0 86 100 73 65 0 35 73 0
Queue Length 95th (ft) 57 150 61 127 143 120 97 58 66 109 0 Internal Link Dist (ft) 216 309 431 489
Turn Bay Length (ft)
Base Capacity (vph) 149 819 567 650 1179 515 1154 732 433 931 560 Starvation Cap Reductn 00000 000000
Spillback Cap Reductn 00000 000000
Storage Cap Reductn 00000 000000
Reduced v/c Ratio 0.28 0.47 0.46 0.48 0.38 0.39 0.24 0.44 0.24 0.31 0.06 Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 95
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 33: Rancho & Thousand Oaks
Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 67 212 361 121 272 270 830 299 175 821 19 Future Volume (vph) 31 67 212 361 121 272 270 830 299 175 821 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 0.97 1.00 1.00 0.97 0.91 1.00 0.97 0.91 0.91 Frt 0.908 0.850 0.850 0.850 0.997
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3078 1441 3433 1863 1583 3433 5085 1583 3433 5070 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3078 1441 3433 1863 1583 3433 5085 1583 3433 5070 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 115 155 296 325 3
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 672 498 415
Travel Time (s) 4.4 15.3 11.3 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 73 230 392 132 296 293 902 325 190 892 21 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 34 188 115 392 132 296 293 902 325 190 913 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Prot NA Prot Prot NA Prot Prot NA Protected Phases 74438852216
Permitted Phases
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 Total Split (s) 12.0 23.0 23.0 30.0 41.0 41.0 24.0 48.0 48.0 19.0 43.0 Total Split (%) 10.0% 19.2% 19.2% 25.0% 34.2% 34.2% 20.0% 40.0% 40.0% 15.8% 35.8% Maximum Green (s) 8.0 19.0 19.0 26.0 37.0 37.0 20.0 44.0 44.0 15.0 39.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 8.0 19.0 19.0 26.0 37.0 37.0 20.0 44.0 44.0 15.0 39.0 Actuated g/C Ratio 0.07 0.16 0.16 0.22 0.31 0.31 0.17 0.37 0.37 0.12 0.32 v/c Ratio 0.29 0.32 0.32 0.53 0.23 0.43 0.51 0.48 0.41 0.44 0.55 Control Delay 60.0 19.8 5.0 44.6 32.3 5.5 49.2 30.3 4.5 56.6 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.0 19.8 5.0 44.6 32.3 5.5 49.2 30.3 4.5 56.6 25.0 Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S EBADCADCAEC
Approach Delay 18.8 28.5 28.4 30.4
Approach LOS B C C C
Stops (vph) 30 62 6 310 88 25 240 617 25 168 409
Fuel Used(gal) 1 1 0 11 3 5 5 12 2 4 12
CO Emissions (g/hr) 41 91 21 769 231 348 355 822 110 281 818 NOx Emissions (g/hr) 8 18 4 150 45 68 69 160 21 55 159
VOC Emissions (g/hr) 10 21 5 178 53 81 82 190 25 65 190 Dilemma Vehicles (#) 00000000000
Queue Length 50th (ft) 26 26 0 139 76 0 107 195 0 77 125 Queue Length 95th (ft) 60 63 26 190 128 63 153 237 59 113 178 Internal Link Dist (ft) 112 592 418 335
Turn Bay Length (ft)
Base Capacity (vph) 118 584 358 743 574 692 572 1864 786 429 1649 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.29 0.32 0.32 0.53 0.23 0.43 0.51 0.48 0.41 0.44 0.55 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 28.2 Intersection LOS: C
Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: Moorpark Road & Thousand Oaks Blvd
Lanes, Volumes, Timings
10: Lombard Street/Office Dwy & Thousand Oaks Boulevard 01/10/2024 Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 6 469 10 38 530 5 18 1 67 11 0 23
Future Volume (vph) 6 469 10 38 530 5 18 1 67 11 0 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.999 0.850 0.850
Flt Protected 0.999 0.950 0.950 0.950
Satd. Flow (prot) 0 3525 0 1770 3536 0 1770 0 1583 1770 0 1583 Flt Permitted 0.999 0.950 0.950 0.950
Satd. Flow (perm) 0 3525 0 1770 3536 0 1770 0 1583 1770 0 1583 Link Speed (mph) 30 30 30 30
Link Distance (ft) 1027 262 327 171
Travel Time (s) 23.3 6.0 7.4 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 7 510 11 41 576 5 20 1 73 12 0 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 528 0 41 581 0 20 1 73 12 0 25
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Yield
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 84 445 505 206 189 70
Future Volume (vph) 84 445 505 206 189 70
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1770 3539 3539 1583 3433 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1770 3539 3539 1583 3433 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 224 76
Link Speed (mph) 30 30 30
Link Distance (ft) 262 1493 609
Travel Time (s) 6.0 33.9 13.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 91 484 549 224 205 76
Shared Lane Traffic (%)
Lane Group Flow (vph) 91 484 549 224 205 76
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 24
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 8 6
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 10.0 30.0 20.0 20.0 20.0 20.0
Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0% 40.0%
Maximum Green (s) 6.0 26.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
Act Effct Green (s) 6.0 26.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.12 0.52 0.32 0.32 0.32 0.32
v/c Ratio 0.43 0.26 0.48 0.34 0.19 0.14
Control Delay 27.3 7.2 15.4 4.0 18.4 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.3 7.2 15.4 4.0 18.4 10.8
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S CABABB
Approach Delay 10.3 12.1 16.4
Approach LOS B B B
Stops (vph) 78 223 380 30 162 40
Fuel Used(gal) 1 3 12 4 3 1
CO Emissions (g/hr) 75 195 859 269 212 63
NOx Emissions (g/hr) 15 38 167 52 41 12
VOC Emissions (g/hr) 17 45 199 62 49 15
Dilemma Vehicles (#) 000000
Queue Length 50th (ft) 25 36 66 0 30 0
Queue Length 95th (ft) 60 58 103 36 53 27
Internal Link Dist (ft) 182 1413 529
Turn Bay Length (ft)
Base Capacity (vph) 212 1840 1132 658 1098 558
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.43 0.26 0.48 0.34 0.19 0.14
Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 12.2 Intersection LOS: B
Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp
Lanes, Volumes, Timings
17: Hodencamp Road & Hilcrest/Hillcrest 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 365 64 34 350 158 46 186 29 146 146 37 Future Volume (vph) 39 365 64 34 350 158 46 186 29 146 146 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.953 0.979 0.970
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 3373 0 1770 3465 0 1770 3433 0 Flt Permitted 0.950 0.950 0.627 0.606
Satd. Flow (perm) 1770 1863 1583 1770 3373 0 1168 3465 0 1129 3433 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 158 32 40
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1053 560 357 554
Travel Time (s) 23.9 12.7 8.1 12.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 397 70 37 380 172 50 202 32 159 159 40 Shared Lane Traffic (%)
Lane Group Flow (vph) 42 397 70 37 552 0 50 234 0 159 199 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 9.0 22.0 22.0 8.0 21.0 20.0 20.0 20.0 20.0 Total Split (%) 18.0% 44.0% 44.0% 16.0% 42.0% 40.0% 40.0% 40.0% 40.0% Maximum Green (s) 5.0 18.0 18.0 4.0 17.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 5.0 18.0 18.0 4.0 17.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.10 0.36 0.36 0.08 0.34 0.32 0.32 0.32 0.32 v/c Ratio 0.24 0.59 0.11 0.26 0.44 0.13 0.21 0.44 0.18
Control Delay 24.3 17.5 1.8 26.6 10.3 9.7 8.2 18.2 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.3 17.5 1.8 26.6 10.3 9.7 8.2 18.2 10.2
Lanes, Volumes, Timings
17: Hodencamp Road & Hilcrest/Hillcrest 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S C B A C BA AB B
Approach Delay 15.9 11.3 8.5 13.8
Approach LOS BBAB
Stops (vph) 38 284 5 36 261 33 123 114 98
Fuel Used(gal) 1911 1 1 13 22
CO Emissions (g/hr) 77 655 83 68 797 43 186 126 120
NOx Emissions (g/hr) 15 127 16 13 155 8 36 25 23
VOC Emissions (g/hr) 18 152 19 16 185 10 43 29 28
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 12 91 0 11 44 12 26 36 16
Queue Length 95th (ft) 35 163 11 33 77 m24 35 80 35
Internal Link Dist (ft) 973 480 277 474
Turn Bay Length (ft)
Base Capacity (vph) 177 670 639 141 1251 373 1130 361 1125 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.24 0.59 0.11 0.26 0.44 0.13 0.21 0.44 0.18 Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 12.7 Intersection LOS: B
Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 17: Hodencamp Road & Hilcrest/Hillcrest
Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 163 233 257 141 247 167 176 849 86 118 590 65 Future Volume (vph) 163 233 257 141 247 167 176 849 86 118 590 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.97 0.91 0.91 0.97 0.95 0.95 Frt 0.850 0.939 0.986 0.985
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 1863 1583 1770 3323 0 3433 5014 0 3433 3486 0 Flt Permitted 0.950 0.602 0.950 0.950
Satd. Flow (perm) 3433 1863 1583 1121 3323 0 3433 5014 0 3433 3486 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 279 139 16 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 183 522 376 623
Travel Time (s) 4.2 11.9 8.5 14.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 177 253 279 153 268 182 191 923 93 128 641 71 Shared Lane Traffic (%)
Lane Group Flow (vph) 177 253 279 153 450 0 191 1016 0 128 712 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Perm NA Prot NA Prot NA
Protected Phases 7 4 4 8 5 2 1 6
Permitted Phases 8
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 17.0 55.0 55.0 38.0 38.0 17.0 51.0 14.0 48.0 Total Split (%) 14.2% 45.8% 45.8% 31.7% 31.7% 14.2% 42.5% 11.7% 40.0% Maximum Green (s) 13.0 51.0 51.0 34.0 34.0 13.0 47.0 10.0 44.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000 0 0
Act Effct Green (s) 13.0 51.0 51.0 34.0 34.0 13.0 47.0 10.0 44.0 Actuated g/C Ratio 0.11 0.42 0.42 0.28 0.28 0.11 0.39 0.08 0.37 v/c Ratio 0.48 0.32 0.33 0.48 0.43 0.51 0.51 0.45 0.55
Control Delay 55.0 24.4 3.6 41.9 25.2 76.1 13.7 57.7 31.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.0 24.4 3.6 41.9 25.2 76.1 13.7 57.7 31.7 Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D C A D C E B E C
Approach Delay 23.9 29.4 23.5 35.7
Approach LOS CCCD
Stops (vph) 150 151 20 116 228 174 242 110 499
Fuel Used(gal) 3214 1 1 5 1 0 3 1 0
CO Emissions (g/hr) 202 162 47 304 752 334 678 179 711
NOx Emissions (g/hr) 39 32 9 59 146 65 132 35 138
VOC Emissions (g/hr) 47 38 11 71 174 77 157 42 165
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 67 128 0 98 101 79 75 49 225
Queue Length 95th (ft) 104 193 50 168 151 120 98 81 286 Internal Link Dist (ft) 103 442 296 543
Turn Bay Length (ft)
Base Capacity (vph) 371 791 833 317 1041 371 1973 286 1285 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.48 0.32 0.33 0.48 0.43 0.51 0.51 0.45 0.55 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 27.7 Intersection LOS: C
Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 21: Moorpark Road & Hillcrest
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 553 11 8 351 0000 1 7 6 2 2 1 2 6 3 Future Volume (vph) 0 553 11 8 351 0000 1 7 6 2 2 1 2 6 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.997 0.940
Flt Protected 0.950 0.987
Satd. Flow (prot) 0 3529 0 1770 1863 00000 3284 0
Flt Permitted 0.387 0.987
Satd. Flow (perm) 0 3529 0 721 1863 00000 3284 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 6 286
Link Speed (mph) 30 30 30 30
Link Distance (ft) 112 455 823 414
Travel Time (s) 2.5 10.3 18.7 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 601 12 9 382 0000 1 9 1 2 4 0 2 8 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 613 0 9 382 00000 7 1 70
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type NA Perm NA Perm NA
Protected Phases 4 8 6
Permitted Phases 8 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.43 0.03 0.51 0.48
Control Delay 9.8 7.8 12.1 6.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.8 7.8 12.1 6.4
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS A A B A
Approach Delay 9.8 12.0 6.4
Approach LOS A B A
Stops (vph) 366 8 247 267
Fuel Used(gal) 13 0 7 4
CO Emissions (g/hr) 910 12 497 313
NOx Emissions (g/hr) 177 2 97 61
VOC Emissions (g/hr) 211 3 115 72
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 48 1 60 32
Queue Length 95th (ft) 78 7 116 62
Internal Link Dist (ft) 32 375 743 334
Turn Bay Length (ft)
Base Capacity (vph) 1415 288 745 1485
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.43 0.03 0.51 0.48
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBTL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 8.9 Intersection LOS: A
Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 23: Frontage Road/Highway 23 Off-Ramp & Hillcrest
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 817 646 0 138 111
Future Volume (vph) 0 817 646 0 138 111
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.88
Frt 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 3539 3539 0 1770 2787
Flt Permitted 0.950
Satd. Flow (perm) 0 3539 3539 0 1770 2787
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 121
Link Speed (mph) 30 30 30
Link Distance (ft) 251 831 823
Travel Time (s) 5.7 18.9 18.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 888 702 0 150 121
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 888 702 0 150 121
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type NA NA Prot Perm
Protected Phases 4 8 6
Permitted Phases 6
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.63 0.50 0.21 0.10
Control Delay 12.1 10.5 14.4 7.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 12.1 10.5 14.4 7.6
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S BB BA
Approach Delay 12.1 10.5 11.4
Approach LOS B B B
Stops (vph) 597 439 114 52
Fuel Used(gal) 19 9 2 1
CO Emissions (g/hr) 1344 663 134 82
NOx Emissions (g/hr) 261 129 26 16
VOC Emissions (g/hr) 311 154 31 19
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 77 57 31 0
Queue Length 95th (ft) 122 92 71 m20
Internal Link Dist (ft) 171 751 743
Turn Bay Length (ft)
Base Capacity (vph) 1415 1415 708 1187
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.63 0.50 0.21 0.10
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 11.4 Intersection LOS: B
Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 24: Thousand Oaks & Frontage Road
Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 33 447 276 346 671 83 232 265 342 61 159 19 Future Volume (vph) 33 447 276 346 671 83 232 265 342 61 159 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.984 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3539 1583 3433 3483 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.547 0.575
Satd. Flow (perm) 1770 3539 1583 3433 3483 0 1019 3539 1583 1071 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 300 16 372 195
Link Speed (mph) 30 30 30 30
Link Distance (ft) 296 389 511 569
Travel Time (s) 6.7 8.8 11.6 12.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 486 300 376 729 90 252 288 372 66 173 21 Shared Lane Traffic (%)
Lane Group Flow (vph) 36 486 300 376 819 0 252 288 372 66 173 21 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA pm+pt NA Prot pm+pt NA Perm Protected Phases 7 4 3 8 52216
Permitted Phases 4 2 6 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 Total Split (s) 10.0 27.0 27.0 22.0 39.0 19.0 38.0 38.0 8.0 27.0 27.0 Total Split (%) 10.5% 28.4% 28.4% 23.2% 41.1% 20.0% 40.0% 40.0% 8.4% 28.4% 28.4% Maximum Green (s) 6.0 23.0 23.0 18.0 35.0 15.0 34.0 34.0 4.0 23.0 23.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 6.0 23.0 23.0 18.0 35.0 42.0 34.0 34.0 27.0 23.0 23.0 Actuated g/C Ratio 0.06 0.24 0.24 0.19 0.37 0.44 0.36 0.36 0.28 0.24 0.24 v/c Ratio 0.32 0.57 0.49 0.58 0.63 0.44 0.23 0.46 0.20 0.20 0.04 Control Delay 50.7 34.7 6.7 39.1 26.9 20.1 21.9 4.4 18.4 29.5 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.7 34.7 6.7 39.1 26.9 20.1 21.9 4.4 18.4 29.5 0.2 Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S DCADC CCABCA
Approach Delay 25.2 30.7 14.3 24.3
Approach LOS C C B C
Stops (vph) 33 382 31 307 588 146 178 30 43 122 0
Fuel Used(gal) 1936 1 0 332140
CO Emissions (g/hr) 57 643 208 385 675 187 225 128 92 268 19 NOx Emissions (g/hr) 11 125 40 75 131 36 44 25 18 52 4
VOC Emissions (g/hr) 13 149 48 89 156 43 52 30 21 62 4
Dilemma Vehicles (#) 00000 000000
Queue Length 50th (ft) 21 135 0 107 206 96 63 0 22 43 0 Queue Length 95th (ft) 53 187 64 154 271 154 94 58 47 72 0 Internal Link Dist (ft) 216 309 431 489
Turn Bay Length (ft)
Base Capacity (vph) 111 856 610 650 1293 569 1266 805 333 856 531 Starvation Cap Reductn 00000 000000
Spillback Cap Reductn 00000 000000
Storage Cap Reductn 00000 000000
Reduced v/c Ratio 0.32 0.57 0.49 0.58 0.63 0.44 0.23 0.46 0.20 0.20 0.04 Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 95
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 24.1 Intersection LOS: C
Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 33: Rancho & Thousand Oaks
500 Thousand Oaks Boulevard
Existing Conditions + Project
Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 21 42 178 62 115 149 581 435 200 512 20 Future Volume (vph) 8 21 42 178 62 115 149 581 435 200 512 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 0.97 1.00 1.00 0.97 0.91 1.00 0.97 0.91 0.91 Frt 0.925 0.850 0.850 0.850 0.994
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3136 1441 3433 1863 1583 3433 5085 1583 3433 5055 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3136 1441 3433 1863 1583 3433 5085 1583 3433 5055 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 23 118 125 473 7
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 672 498 415
Travel Time (s) 4.4 15.3 11.3 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 23 46 193 67 125 162 632 473 217 557 22 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 9 46 23 193 67 125 162 632 473 217 579 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Prot NA Prot Prot NA Prot Prot NA Protected Phases 74438852216
Permitted Phases
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 Total Split (s) 10.0 21.0 21.0 19.0 30.0 30.0 18.0 59.0 59.0 21.0 62.0 Total Split (%) 8.3% 17.5% 17.5% 15.8% 25.0% 25.0% 15.0% 49.2% 49.2% 17.5% 51.7% Maximum Green (s) 6.0 17.0 17.0 15.0 26.0 26.0 14.0 55.0 55.0 17.0 58.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 6.0 17.0 17.0 15.0 26.0 26.0 14.0 55.0 55.0 17.0 58.0 Actuated g/C Ratio 0.05 0.14 0.14 0.12 0.22 0.22 0.12 0.46 0.46 0.14 0.48 v/c Ratio 0.10 0.10 0.08 0.45 0.17 0.28 0.41 0.27 0.48 0.45 0.24 Control Delay 57.1 27.6 0.5 52.4 39.6 8.5 52.5 20.5 3.5 62.3 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.1 27.6 0.5 52.4 39.6 8.5 52.5 20.5 3.5 62.3 11.2 Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S ECADDADCAEB
Approach Delay 23.0 35.9 18.2 25.1
Approach LOS C D B C
Stops (vph) 10 22 0 162 51 17 135 346 29 195 154
Fuel Used(gal) 00062237255
CO Emissions (g/hr) 11 29 2 403 127 154 204 461 151 339 374 NOx Emissions (g/hr) 2 6 0 78 25 30 40 90 29 66 73
VOC Emissions (g/hr) 3 7 1 93 29 36 47 107 35 79 87
Dilemma Vehicles (#) 00000000000
Queue Length 50th (ft) 7 8 0 72 43 0 60 108 0 90 48
Queue Length 95th (ft) 24 27 0 110 83 50 95 136 58 131 66 Internal Link Dist (ft) 112 592 418 335
Turn Bay Length (ft)
Base Capacity (vph) 88 464 305 429 403 440 400 2330 981 486 2446 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.10 0.10 0.08 0.45 0.17 0.28 0.41 0.27 0.48 0.45 0.24 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 23.2 Intersection LOS: C
Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: Moorpark Road & Thousand Oaks Blvd
Lanes, Volumes, Timings
10: Lombard Street/Office Dwy & Thousand Oaks Boulevard 01/10/2024 Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 20 384 20 46 288 13 54 0 16 3 0 11 Future Volume (vph) 20 384 20 46 288 13 54 0 16 3 0 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.994 0.850 0.850
Flt Protected 0.998 0.950 0.950 0.950
Satd. Flow (prot) 0 3507 0 1770 3518 0 1770 0 1583 1770 0 1583 Flt Permitted 0.998 0.950 0.950 0.950
Satd. Flow (perm) 0 3507 0 1770 3518 0 1770 0 1583 1770 0 1583 Link Speed (mph) 30 30 30 30
Link Distance (ft) 1027 262 327 171
Travel Time (s) 23.3 6.0 7.4 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 417 22 50 313 14 59 0 17 3 0 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 461 0 50 327 0 59 0 17 3 0 12
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Yield
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings
11: Lombard/DWY2 & Lombard Street 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 5 5 44 12 0
Future Volume (vph) 0 5 5 44 12 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1863 1863 1583 1770 0
Flt Permitted 0.950
Satd. Flow (perm) 0 1863 1863 1583 1770 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 48
Link Speed (mph) 30 30 30
Link Distance (ft) 678 138 327
Travel Time (s) 15.4 3.1 7.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 5 5 48 13 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 5 5 48 13 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type NA NA Perm Prot
Protected Phases 4 8 6
Permitted Phases 8
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.01 0.01 0.07 0.02
Control Delay 7.2 7.2 3.5 7.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 7.2 7.2 3.5 7.4
Lanes, Volumes, Timings
11: Lombard/DWY2 & Lombard Street 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S AAAA
Approach Delay 7.2 3.8 7.4
Approach LOS A A A
Stops (vph) 6 6 12 9
Fuel Used(gal) 0000
CO Emissions (g/hr) 5 3 10 7
NOx Emissions (g/hr) 1121
VOC Emissions (g/hr) 1122
Dilemma Vehicles (#) 0000
Queue Length 50th (ft) 1102
Queue Length 95th (ft) 5 5 12 8
Internal Link Dist (ft) 598 58 247
Turn Bay Length (ft)
Base Capacity (vph) 745 745 662 708
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.01 0.01 0.07 0.02
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.07
Intersection Signal Delay: 4.7 Intersection LOS: A
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 11: Lombard/DWY2 & Lombard Street
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 370 2 26 267 129 0 0 0 130 2 80 Future Volume (vph) 30 370 2 26 267 129 0 0 0 130 2 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.999 0.850 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1770 3536 0 1770 3539 1583 0 0 0 3433 1863 1583 Flt Permitted 0.950 0.514 0.950
Satd. Flow (perm) 1770 3536 0 957 3539 1583 0 0 0 3433 1863 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 1 140 109
Link Speed (mph) 30 30 30 30
Link Distance (ft) 262 1493 229 609
Travel Time (s) 6.0 33.9 5.2 13.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 402 2 28 290 140 0 0 0 141 2 87
Shared Lane Traffic (%)
Lane Group Flow (vph) 33 404 0 28 290 140 0 0 0 141 2 87 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm NA Perm Split NA Perm
Protected Phases 7 4 8 6 6
Permitted Phases 8 8 6
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 8.0 28.0 20.0 20.0 20.0 22.0 22.0 22.0
Total Split (%) 16.0% 56.0% 40.0% 40.0% 40.0% 44.0% 44.0% 44.0% Maximum Green (s) 4.0 24.0 16.0 16.0 16.0 18.0 18.0 18.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 4.0 24.0 16.0 16.0 16.0 18.0 18.0 18.0 Actuated g/C Ratio 0.08 0.48 0.32 0.32 0.32 0.36 0.36 0.36 v/c Ratio 0.23 0.24 0.09 0.26 0.23 0.11 0.00 0.14
Control Delay 25.9 8.1 13.0 13.4 4.1 18.1 19.0 10.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.9 8.1 13.0 13.4 4.1 18.1 19.0 10.1
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S CA BBA BBB
Approach Delay 9.4 10.5 15.0
Approach LOS A B B
Stops (vph) 32 198 22 183 23 115 4 40
Fuel Used(gal) 0 2 1 6 2 2 0 1
CO Emissions (g/hr) 28 172 44 439 170 146 3 69
NOx Emissions (g/hr) 5 34 9 85 33 28 1 13
VOC Emissions (g/hr) 6 40 10 102 39 34 1 16
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 9 33 6 32 0 21 0 0
Queue Length 95th (ft) 30 54 20 56 29 44 m3 30
Internal Link Dist (ft) 182 1413 149 529
Turn Bay Length (ft)
Base Capacity (vph) 141 1697 306 1132 601 1235 670 639
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.23 0.24 0.09 0.26 0.23 0.11 0.00 0.14 Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.26
Intersection Signal Delay: 11.0 Intersection LOS: B
Intersection Capacity Utilization 27.3% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp
Lanes, Volumes, Timings
17: Hodencamp Road & Hillcrest 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 136 38 45 292 120 31 90 20 121 154 46 Future Volume (vph) 16 136 38 45 292 120 31 90 20 121 154 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.956 0.972 0.965
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 3383 0 1770 3440 0 1770 3415 0 Flt Permitted 0.950 0.950 0.616 0.676
Satd. Flow (perm) 1770 1863 1583 1770 3383 0 1147 3440 0 1259 3415 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 130 22 50
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1053 560 357 554
Travel Time (s) 23.9 12.7 8.1 12.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 148 41 49 317 130 34 98 22 132 167 50 Shared Lane Traffic (%)
Lane Group Flow (vph) 17 148 41 49 447 0 34 120 0 132 217 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 8.0 20.0 20.0 9.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 16.0% 40.0% 40.0% 18.0% 42.0% 42.0% 42.0% 42.0% 42.0% Maximum Green (s) 4.0 16.0 16.0 5.0 17.0 17.0 17.0 17.0 17.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 4.0 16.0 16.0 5.0 17.0 17.0 17.0 17.0 17.0 Actuated g/C Ratio 0.08 0.32 0.32 0.10 0.34 0.34 0.34 0.34 0.34 v/c Ratio 0.12 0.25 0.07 0.28 0.36 0.09 0.10 0.31 0.18
Control Delay 23.4 14.0 0.3 25.2 9.6 8.1 6.4 14.7 9.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.4 14.0 0.3 25.2 9.6 8.1 6.4 14.7 9.3
Lanes, Volumes, Timings
17: Hodencamp Road & Hillcrest 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S C B A C AA AB A
Approach Delay 12.0 11.2 6.8 11.4
Approach LOS BBAB
Stops (vph) 19 95 0 44 203 20 49 86 100
Fuel Used(gal) 03119 01 12
CO Emissions (g/hr) 33 233 48 88 638 28 87 95 126
NOx Emissions (g/hr) 6 45 9 17 124 5 17 18 24
VOC Emissions (g/hr) 8 54 11 20 148 6 20 22 29
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 5 31 0 14 34 8 11 28 17
Queue Length 95th (ft) 20 66 2 39 63 14 12 62 36
Internal Link Dist (ft) 973 480 277 474
Turn Bay Length (ft)
Base Capacity (vph) 141 596 580 177 1236 389 1184 428 1194 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.12 0.25 0.07 0.28 0.36 0.09 0.10 0.31 0.18 Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.36
Intersection Signal Delay: 10.8 Intersection LOS: B
Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 17: Hodencamp Road & Hillcrest
Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 98 103 78 121 74 71 540 73 91 545 27 Future Volume (vph) 44 98 103 78 121 74 71 540 73 91 545 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.97 0.91 0.91 0.97 0.95 0.95 Frt 0.850 0.943 0.982 0.993
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 1863 1583 1770 3337 0 3433 4994 0 3433 3514 0 Flt Permitted 0.950 0.688 0.950 0.950
Satd. Flow (perm) 3433 1863 1583 1282 3337 0 3433 4994 0 3433 3514 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 112 80 26 5
Link Speed (mph) 30 30 30 30
Link Distance (ft) 183 522 376 623
Travel Time (s) 4.2 11.9 8.5 14.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 48 107 112 85 132 80 77 587 79 99 592 29 Shared Lane Traffic (%)
Lane Group Flow (vph) 48 107 112 85 212 0 77 666 0 99 621 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Perm NA Prot NA Prot NA
Protected Phases 7 4 4 8 5 2 1 6
Permitted Phases 8
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 14.0 46.0 46.0 32.0 32.0 16.0 57.0 17.0 58.0 Total Split (%) 11.7% 38.3% 38.3% 26.7% 26.7% 13.3% 47.5% 14.2% 48.3% Maximum Green (s) 10.0 42.0 42.0 28.0 28.0 12.0 53.0 13.0 54.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000 0 0
Act Effct Green (s) 10.0 42.0 42.0 28.0 28.0 12.0 53.0 13.0 54.0 Actuated g/C Ratio 0.08 0.35 0.35 0.23 0.23 0.10 0.44 0.11 0.45 v/c Ratio 0.17 0.16 0.18 0.28 0.25 0.22 0.30 0.27 0.39
Control Delay 52.7 27.8 5.5 40.9 23.9 68.2 11.6 51.2 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.7 27.8 5.5 40.9 23.9 68.2 11.6 51.2 22.8 Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D C A D C E B D C
Approach Delay 22.9 28.8 17.5 26.7
Approach LOS C C B C
Stops (vph) 40 65 13 63 98 69 140 82 366
Fuel Used(gal) 11025 26 27
CO Emissions (g/hr) 53 74 23 167 347 126 420 129 520
NOx Emissions (g/hr) 10 14 5 32 68 25 82 25 101
VOC Emissions (g/hr) 12 17 5 39 80 29 97 30 121
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 18 57 0 54 43 32 43 37 163
Queue Length 95th (ft) 38 100 39 102 77 59 61 64 211
Internal Link Dist (ft) 103 442 296 543
Turn Bay Length (ft)
Base Capacity (vph) 286 652 626 299 839 343 2220 371 1584 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.17 0.16 0.18 0.28 0.25 0.22 0.30 0.27 0.39 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.39
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 21: Moorpark Road & Hillcrest
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 372 14 7 166 0000 2 6 3 3 5 7 3 6 7 Future Volume (vph) 0 372 14 7 166 0000 2 6 3 3 5 7 3 6 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.995 0.944
Flt Protected 0.950 0.987
Satd. Flow (prot) 0 3522 0 1770 1863 00000 3298 0
Flt Permitted 0.507 0.987
Satd. Flow (perm) 0 3522 0 944 1863 00000 3298 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 11 361
Link Speed (mph) 30 30 30 30
Link Distance (ft) 112 455 823 414
Travel Time (s) 2.5 10.3 18.7 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 404 15 8 180 0000 2 8 6 3 8 8 3 9 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 419 0 8 180 00000 1073 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type NA Perm NA Perm NA
Protected Phases 4 8 6
Permitted Phases 8 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.30 0.02 0.24 0.70
Control Delay 8.7 7.6 9.1 9.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 8.7 7.6 9.1 9.4
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS A A A A
Approach Delay 8.7 9.0 9.4
Approach LOS A A A
Stops (vph) 230 7 101 515
Fuel Used(gal) 9 0 3 8
CO Emissions (g/hr) 607 10 222 553
NOx Emissions (g/hr) 118 2 43 108
VOC Emissions (g/hr) 141 2 51 128
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 30 1 25 59
Queue Length 95th (ft) 52 6 54 110
Internal Link Dist (ft) 32 375 743 334
Turn Bay Length (ft)
Base Capacity (vph) 1415 377 745 1535
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.30 0.02 0.24 0.70
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBTL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 9.1 Intersection LOS: A
Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 23: Frontage Road/Highway 23 Off-Ramp & Hillcrest
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 554 448 0 196 178
Future Volume (vph) 0 554 448 0 196 178
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.88
Frt 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 3539 3539 0 1770 2787
Flt Permitted 0.950
Satd. Flow (perm) 0 3539 3539 0 1770 2787
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 193
Link Speed (mph) 30 30 30
Link Distance (ft) 251 831 823
Travel Time (s) 5.7 18.9 18.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 602 487 0 213 193
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 602 487 0 213 193
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type NA NA Prot Perm
Protected Phases 4 8 6
Permitted Phases 6
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.43 0.34 0.30 0.16
Control Delay 9.8 9.2 15.2 7.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.8 9.2 15.2 7.3
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S AA BA
Approach Delay 9.8 9.2 11.5
Approach LOS A A B
Stops (vph) 363 281 173 95
Fuel Used(gal) 13 6 3 2
CO Emissions (g/hr) 878 443 197 135
NOx Emissions (g/hr) 171 86 38 26
VOC Emissions (g/hr) 203 103 46 31
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 47 37 47 2
Queue Length 95th (ft) 77 62 m75 m18
Internal Link Dist (ft) 171 751 743
Turn Bay Length (ft)
Base Capacity (vph) 1415 1415 708 1230
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.43 0.34 0.30 0.16
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.43
Intersection Signal Delay: 10.1 Intersection LOS: B
Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 24: Thousand Oaks & Frontage Road
Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 38 357 260 284 345 71 208 259 295 95 265 30 Future Volume (vph) 38 357 260 284 345 71 208 259 295 95 265 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.974 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3539 1583 3433 3447 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.427 0.579
Satd. Flow (perm) 1770 3539 1583 3433 3447 0 795 3539 1583 1079 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 283 28 321 195
Link Speed (mph) 30 30 30 30
Link Distance (ft) 296 389 511 569
Travel Time (s) 6.7 8.8 11.6 12.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 388 283 309 375 77 226 282 321 103 288 33 Shared Lane Traffic (%)
Lane Group Flow (vph) 41 388 283 309 452 0 226 282 321 103 288 33 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA pm+pt NA Prot pm+pt NA Perm Protected Phases 7 4 3 8 52216
Permitted Phases 4 2 6 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 Total Split (s) 12.0 27.0 27.0 22.0 37.0 20.0 34.0 34.0 12.0 26.0 26.0 Total Split (%) 12.6% 28.4% 28.4% 23.2% 38.9% 21.1% 35.8% 35.8% 12.6% 27.4% 27.4% Maximum Green (s) 8.0 23.0 23.0 18.0 33.0 16.0 30.0 30.0 8.0 22.0 22.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 8.0 23.0 23.0 18.0 33.0 42.0 30.0 30.0 30.0 22.0 22.0 Actuated g/C Ratio 0.08 0.24 0.24 0.19 0.35 0.44 0.32 0.32 0.32 0.23 0.23 v/c Ratio 0.28 0.45 0.47 0.48 0.37 0.44 0.25 0.45 0.26 0.35 0.06 Control Delay 45.9 32.7 6.6 37.1 22.8 20.0 24.9 5.0 18.4 32.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.9 32.7 6.6 37.1 22.8 20.0 24.9 5.0 18.4 32.0 0.2 Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing + Project - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S DCADC CCABCA
Approach Delay 23.1 28.6 15.9 26.2
Approach LOS C C B C
Stops (vph) 36 294 30 245 282 128 186 28 64 215 0
Fuel Used(gal) 17345 232270
CO Emissions (g/hr) 62 499 196 305 332 167 236 114 142 462 29 NOx Emissions (g/hr) 12 97 38 59 65 32 46 22 28 90 6
VOC Emissions (g/hr) 14 116 45 71 77 39 55 26 33 107 7
Dilemma Vehicles (#) 00000 000000
Queue Length 50th (ft) 24 105 0 86 98 85 66 0 36 76 0
Queue Length 95th (ft) 57 150 62 127 141 138 98 59 67 114 0 Internal Link Dist (ft) 216 309 431 489
Turn Bay Length (ft)
Base Capacity (vph) 149 856 597 650 1215 515 1117 719 398 819 516 Starvation Cap Reductn 00000 000000
Spillback Cap Reductn 00000 000000
Storage Cap Reductn 00000 000000
Reduced v/c Ratio 0.28 0.45 0.47 0.48 0.37 0.44 0.25 0.45 0.26 0.35 0.06 Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 95
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 22.9 Intersection LOS: C
Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 33: Rancho & Thousand Oaks
Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 72 212 375 129 280 270 830 324 185 821 19 Future Volume (vph) 31 72 212 375 129 280 270 830 324 185 821 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 0.97 1.00 1.00 0.97 0.91 1.00 0.97 0.91 0.91 Frt 0.911 0.850 0.850 0.850 0.997
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3088 1441 3433 1863 1583 3433 5085 1583 3433 5070 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3088 1441 3433 1863 1583 3433 5085 1583 3433 5070 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 115 155 304 352 3
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 672 498 415
Travel Time (s) 4.4 15.3 11.3 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 78 230 408 140 304 293 902 352 201 892 21 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 34 193 115 408 140 304 293 902 352 201 913 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Prot NA Prot Prot NA Prot Prot NA Protected Phases 74438852216
Permitted Phases
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 Total Split (s) 12.0 22.0 22.0 31.0 41.0 41.0 24.0 48.0 48.0 19.0 43.0 Total Split (%) 10.0% 18.3% 18.3% 25.8% 34.2% 34.2% 20.0% 40.0% 40.0% 15.8% 35.8% Maximum Green (s) 8.0 18.0 18.0 27.0 37.0 37.0 20.0 44.0 44.0 15.0 39.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 8.0 18.0 18.0 27.0 37.0 37.0 20.0 44.0 44.0 15.0 39.0 Actuated g/C Ratio 0.07 0.15 0.15 0.22 0.31 0.31 0.17 0.37 0.37 0.12 0.32 v/c Ratio 0.29 0.34 0.33 0.53 0.24 0.44 0.51 0.48 0.44 0.47 0.55 Control Delay 60.0 20.9 5.3 43.8 32.5 5.5 49.2 30.3 4.5 57.3 25.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.0 20.9 5.3 43.8 32.5 5.5 49.2 30.3 4.5 57.3 25.1 Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S ECADCADCAEC
Approach Delay 19.5 28.3 28.0 30.9
Approach LOS B C C C
Stops (vph) 30 66 6 322 95 25 240 617 26 178 408
Fuel Used(gal) 1 1 0 11 4 5 5 12 2 4 12
CO Emissions (g/hr) 41 97 21 795 247 358 355 822 119 299 820 NOx Emissions (g/hr) 8 19 4 155 48 70 69 160 23 58 160
VOC Emissions (g/hr) 10 23 5 184 57 83 82 190 28 69 190 Dilemma Vehicles (#) 00000000000
Queue Length 50th (ft) 26 29 0 144 81 0 107 195 0 81 124 Queue Length 95th (ft) 60 66 27 195 135 64 153 237 61 119 179 Internal Link Dist (ft) 112 592 418 335
Turn Bay Length (ft)
Base Capacity (vph) 118 560 347 772 574 698 572 1864 803 429 1649 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.29 0.34 0.33 0.53 0.24 0.44 0.51 0.48 0.44 0.47 0.55 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 28.2 Intersection LOS: C
Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: Moorpark Road & Thousand Oaks Blvd
Lanes, Volumes, Timings
10: Lombard Street/Office Dwy & Thousand Oaks Boulevard 01/10/2024 Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 6 474 35 38 530 5 43 1 67 11 0 23
Future Volume (vph) 6 474 35 38 530 5 43 1 67 11 0 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.990 0.999 0.850 0.850
Flt Protected 0.999 0.950 0.950 0.950
Satd. Flow (prot) 0 3500 0 1770 3536 0 1770 0 1583 1770 0 1583 Flt Permitted 0.999 0.950 0.950 0.950
Satd. Flow (perm) 0 3500 0 1770 3536 0 1770 0 1583 1770 0 1583 Link Speed (mph) 30 30 30 30
Link Distance (ft) 1027 262 327 171
Travel Time (s) 23.3 6.0 7.4 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 7 515 38 41 576 5 47 1 73 12 0 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 560 0 41 581 0 47 1 73 12 0 25
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Yield
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
Lanes, Volumes, Timings
11: Lombard Street 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 10 6 25 25 0
Future Volume (vph) 0 10 6 25 25 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1863 1863 1583 1770 0
Flt Permitted 0.950
Satd. Flow (perm) 0 1863 1863 1583 1770 0
Link Speed (mph) 30 30 30
Link Distance (ft) 678 233 327
Travel Time (s) 15.4 5.3 7.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 11 7 27 27 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 11 7 27 27 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Yield Stop Yield
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 84 450 0 54 505 212 0 0 0 194 0 70 Future Volume (vph) 84 450 0 54 505 212 0 0 0 194 0 70
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1770 3539 0 1770 3539 1583 0 0 0 3433 0 1583 Flt Permitted 0.950 0.474 0.950
Satd. Flow (perm) 1770 3539 0 883 3539 1583 0 0 0 3433 0 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 230 109
Link Speed (mph) 30 30 30 30
Link Distance (ft) 262 1493 230 609
Travel Time (s) 6.0 33.9 5.2 13.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 91 489 0 59 549 230 0 0 0 211 0 76
Shared Lane Traffic (%)
Lane Group Flow (vph) 91 489 0 59 549 230 0 0 0 211 0 76 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 8 8 6
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 10.0 30.0 20.0 20.0 20.0 20.0 20.0
Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% Maximum Green (s) 6.0 26.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0
Act Effct Green (s) 6.0 26.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.12 0.52 0.32 0.32 0.32 0.32 0.32
v/c Ratio 0.43 0.27 0.21 0.48 0.35 0.19 0.13
Control Delay 27.3 7.2 14.8 15.4 4.0 18.3 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.3 7.2 14.8 15.4 4.0 18.3 8.4
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C A B B A B A
Approach Delay 10.3 12.3 15.7
Approach LOS B B B
Stops (vph) 78 225 41 380 31 164 29
Fuel Used(gal) 1 3 1 12 4 3 1
CO Emissions (g/hr) 75 197 92 859 277 216 56
NOx Emissions (g/hr) 15 38 18 167 54 42 11
VOC Emissions (g/hr) 17 46 21 199 64 50 13
Dilemma Vehicles (#) 0 0 0 0 0 0 0
Queue Length 50th (ft) 25 37 12 66 0 31 0
Queue Length 95th (ft) 60 59 35 103 37 55 23
Internal Link Dist (ft) 182 1413 150 529
Turn Bay Length (ft)
Base Capacity (vph) 212 1840 282 1132 662 1098 580
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.43 0.27 0.21 0.48 0.35 0.19 0.13
Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 12.2 Intersection LOS: B
Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp
Lanes, Volumes, Timings
17: Hodencamp Road & Hilcrest/Hillcrest 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 365 64 39 350 158 46 186 35 146 146 37 Future Volume (vph) 39 365 64 39 350 158 46 186 35 146 146 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.953 0.976 0.970
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 3373 0 1770 3454 0 1770 3433 0 Flt Permitted 0.950 0.950 0.627 0.603
Satd. Flow (perm) 1770 1863 1583 1770 3373 0 1168 3454 0 1123 3433 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 158 38 40
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1053 560 357 554
Travel Time (s) 23.9 12.7 8.1 12.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 397 70 42 380 172 50 202 38 159 159 40 Shared Lane Traffic (%)
Lane Group Flow (vph) 42 397 70 42 552 0 50 240 0 159 199 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 9.0 22.0 22.0 8.0 21.0 20.0 20.0 20.0 20.0 Total Split (%) 18.0% 44.0% 44.0% 16.0% 42.0% 40.0% 40.0% 40.0% 40.0% Maximum Green (s) 5.0 18.0 18.0 4.0 17.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 5.0 18.0 18.0 4.0 17.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.10 0.36 0.36 0.08 0.34 0.32 0.32 0.32 0.32 v/c Ratio 0.24 0.59 0.11 0.30 0.44 0.13 0.21 0.44 0.18
Control Delay 24.3 17.5 1.8 27.5 10.3 9.7 8.0 18.3 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.3 17.5 1.8 27.5 10.3 9.7 8.0 18.3 10.2
Lanes, Volumes, Timings
17: Hodencamp Road & Hilcrest/Hillcrest 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S C B A C BA AB B
Approach Delay 15.9 11.5 8.3 13.8
Approach LOS BBAB
Stops (vph) 38 284 5 40 261 33 122 114 98
Fuel Used(gal) 1911 1 1 13 22
CO Emissions (g/hr) 77 655 83 78 797 43 189 126 120
NOx Emissions (g/hr) 15 127 16 15 155 8 37 25 23
VOC Emissions (g/hr) 18 152 19 18 185 10 44 29 28
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 12 91 0 12 44 12 26 36 16
Queue Length 95th (ft) 35 163 11 36 77 m24 35 80 35
Internal Link Dist (ft) 973 480 277 474
Turn Bay Length (ft)
Base Capacity (vph) 177 670 639 141 1251 373 1131 359 1125 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.24 0.59 0.11 0.30 0.44 0.13 0.21 0.44 0.18 Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 12.7 Intersection LOS: B
Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 17: Hodencamp Road & Hilcrest/Hillcrest
Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 163 233 262 141 247 167 179 854 86 118 595 65 Future Volume (vph) 163 233 262 141 247 167 179 854 86 118 595 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 0.95 0.97 0.91 0.91 0.97 0.95 0.95 Frt 0.850 0.939 0.986 0.985
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 3433 1863 1583 1770 3323 0 3433 5014 0 3433 3486 0 Flt Permitted 0.950 0.602 0.950 0.950
Satd. Flow (perm) 3433 1863 1583 1121 3323 0 3433 5014 0 3433 3486 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 285 139 16 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 183 522 376 623
Travel Time (s) 4.2 11.9 8.5 14.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 177 253 285 153 268 182 195 928 93 128 647 71 Shared Lane Traffic (%)
Lane Group Flow (vph) 177 253 285 153 450 0 195 1021 0 128 718 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Perm NA Prot NA Prot NA
Protected Phases 7 4 4 8 5 2 1 6
Permitted Phases 8
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 17.0 55.0 55.0 38.0 38.0 18.0 51.0 14.0 47.0 Total Split (%) 14.2% 45.8% 45.8% 31.7% 31.7% 15.0% 42.5% 11.7% 39.2% Maximum Green (s) 13.0 51.0 51.0 34.0 34.0 14.0 47.0 10.0 43.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0000 0 0
Act Effct Green (s) 13.0 51.0 51.0 34.0 34.0 14.0 47.0 10.0 43.0 Actuated g/C Ratio 0.11 0.42 0.42 0.28 0.28 0.12 0.39 0.08 0.36 v/c Ratio 0.48 0.32 0.34 0.48 0.43 0.49 0.52 0.45 0.57
Control Delay 55.0 24.4 3.6 41.9 25.2 74.3 14.1 57.7 32.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.0 24.4 3.6 41.9 25.2 74.3 14.1 57.7 32.7 Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D C A D C E B E C
Approach Delay 23.7 29.4 23.8 36.5
Approach LOS CCCD
Stops (vph) 150 151 20 116 228 175 251 110 512
Fuel Used(gal) 3214 1 1 5 1 0 3 1 0
CO Emissions (g/hr) 202 162 47 304 752 334 690 179 730
NOx Emissions (g/hr) 39 32 9 59 146 65 134 35 142
VOC Emissions (g/hr) 47 38 11 71 174 77 160 42 169
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 67 128 0 98 101 81 78 49 231
Queue Length 95th (ft) 104 193 51 168 151 122 101 81 293 Internal Link Dist (ft) 103 442 296 543
Turn Bay Length (ft)
Base Capacity (vph) 371 791 836 317 1041 400 1973 286 1256 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.48 0.32 0.34 0.48 0.43 0.49 0.52 0.45 0.57 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 28.0 Intersection LOS: C
Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 21: Moorpark Road & Hillcrest
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 559 11 13 351 0000 1 7 6 2 2 6 2 6 3 Future Volume (vph) 0 559 11 13 351 0000 1 7 6 2 2 6 2 6 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.997 0.941
Flt Protected 0.950 0.987
Satd. Flow (prot) 0 3529 0 1770 1863 00000 3287 0
Flt Permitted 0.383 0.987
Satd. Flow (perm) 0 3529 0 713 1863 00000 3287 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 6 286
Link Speed (mph) 30 30 30 30
Link Distance (ft) 112 455 823 414
Travel Time (s) 2.5 10.3 18.7 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 608 12 14 382 0000 1 9 1 2 4 6 2 8 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 620 0 14 382 00000 7 2 30
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type NA Perm NA Perm NA
Protected Phases 4 8 6
Permitted Phases 8 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.44 0.05 0.51 0.49
Control Delay 9.9 8.0 12.1 6.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.9 8.0 12.1 6.5
Lanes, Volumes, Timings
23: Frontage Road/Highway 23 Off-Ramp & Hillcrest 01/10/2024 Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS A A B A
Approach Delay 9.9 12.0 6.5
Approach LOS A B A
Stops (vph) 371 12 247 270
Fuel Used(gal) 13 0 7 5
CO Emissions (g/hr) 921 19 497 316
NOx Emissions (g/hr) 179 4 97 61
VOC Emissions (g/hr) 213 4 115 73
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 48 2 60 33
Queue Length 95th (ft) 80 9 116 63
Internal Link Dist (ft) 32 375 743 334
Turn Bay Length (ft)
Base Capacity (vph) 1415 285 745 1486
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.44 0.05 0.51 0.49
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBTL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 8.9 Intersection LOS: A
Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 23: Frontage Road/Highway 23 Off-Ramp & Hillcrest
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 837 695 0 138 116
Future Volume (vph) 0 837 695 0 138 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.88
Frt 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 3539 3539 0 1770 2787
Flt Permitted 0.950
Satd. Flow (perm) 0 3539 3539 0 1770 2787
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 126
Link Speed (mph) 30 30 30
Link Distance (ft) 251 831 823
Travel Time (s) 5.7 18.9 18.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 910 755 0 150 126
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 910 755 0 150 126
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type NA NA Prot Perm
Protected Phases 4 8 6
Permitted Phases 6
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 20.0 20.0
Total Split (%) 50.0% 50.0% 50.0% 50.0%
Maximum Green (s) 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
v/c Ratio 0.64 0.53 0.21 0.11
Control Delay 12.3 10.9 14.3 7.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 12.3 10.9 14.3 7.6
Lanes, Volumes, Timings
24: Thousand Oaks & Frontage Road 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S BB BA
Approach Delay 12.3 10.9 11.2
Approach LOS B B B
Stops (vph) 617 481 114 53
Fuel Used(gal) 20 10 2 1
CO Emissions (g/hr) 1381 720 134 85
NOx Emissions (g/hr) 269 140 26 17
VOC Emissions (g/hr) 320 167 31 20
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 81 63 30 0
Queue Length 95th (ft) 126 100 70 m21
Internal Link Dist (ft) 171 751 743
Turn Bay Length (ft)
Base Capacity (vph) 1415 1415 708 1190
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.64 0.53 0.21 0.11
Intersection Summary
Area Type: Other
Cycle Length: 40
Actuated Cycle Length: 40
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 11.6 Intersection LOS: B
Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 24: Thousand Oaks & Frontage Road
Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 33 450 287 346 676 83 276 265 342 61 159 19 Future Volume (vph) 33 450 287 346 676 83 276 265 342 61 159 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.984 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3539 1583 3433 3483 0 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.535 0.575
Satd. Flow (perm) 1770 3539 1583 3433 3483 0 997 3539 1583 1071 3539 1583 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 312 16 372 195
Link Speed (mph) 30 30 30 30
Link Distance (ft) 296 389 511 569
Travel Time (s) 6.7 8.8 11.6 12.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 489 312 376 735 90 300 288 372 66 173 21 Shared Lane Traffic (%)
Lane Group Flow (vph) 36 489 312 376 825 0 300 288 372 66 173 21 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA pm+pt NA Prot pm+pt NA Perm Protected Phases 7 4 3 8 52216
Permitted Phases 4 2 6 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 Total Split (s) 10.0 27.0 27.0 22.0 39.0 22.0 37.0 37.0 9.0 24.0 24.0 Total Split (%) 10.5% 28.4% 28.4% 23.2% 41.1% 23.2% 38.9% 38.9% 9.5% 25.3% 25.3% Maximum Green (s) 6.0 23.0 23.0 18.0 35.0 18.0 33.0 33.0 5.0 20.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 6.0 23.0 23.0 18.0 35.0 42.0 33.0 33.0 25.0 20.0 20.0 Actuated g/C Ratio 0.06 0.24 0.24 0.19 0.37 0.44 0.35 0.35 0.26 0.21 0.21 v/c Ratio 0.32 0.57 0.50 0.58 0.64 0.51 0.23 0.47 0.21 0.23 0.04 Control Delay 50.7 34.8 6.7 39.1 27.0 21.4 22.7 4.6 18.8 32.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.7 34.8 6.7 39.1 27.0 21.4 22.7 4.6 18.8 32.1 0.2 Lanes, Volumes, Timings
33: Rancho & Thousand Oaks 01/10/2024
Existing + Project - PM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S DCADC CCABCA
Approach Delay 25.0 30.8 15.3 26.1
Approach LOS C C B C
Stops (vph) 33 386 32 307 594 179 181 31 43 129 0
Fuel Used(gal) 1936 1 0 332140
CO Emissions (g/hr) 57 648 216 385 682 230 229 130 92 277 19 NOx Emissions (g/hr) 11 126 42 75 133 45 45 25 18 54 4
VOC Emissions (g/hr) 13 150 50 89 158 53 53 30 21 64 4
Dilemma Vehicles (#) 00000 000000
Queue Length 50th (ft) 21 136 0 107 208 118 64 0 22 45 0 Queue Length 95th (ft) 53 189 65 154 273 184 95 59 47 75 0 Internal Link Dist (ft) 216 309 431 489
Turn Bay Length (ft)
Base Capacity (vph) 111 856 619 650 1293 587 1229 792 318 745 487 Starvation Cap Reductn 00000 000000
Spillback Cap Reductn 00000 000000
Storage Cap Reductn 00000 000000
Reduced v/c Ratio 0.32 0.57 0.50 0.58 0.64 0.51 0.23 0.47 0.21 0.23 0.04 Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 95
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 24.4 Intersection LOS: C
Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 33: Rancho & Thousand Oaks
500 Thousand Oaks Boulevard
Future Conditions
Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 20 45 164 50 107 159 619 451 208 546 21 Future Volume (vph) 9 20 45 164 50 107 159 619 451 208 546 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.91 0.91 0.97 1.00 1.00 0.97 0.91 1.00 0.97 0.91 0.91 Frt 0.920 0.850 0.850 0.850 0.994
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 3119 1441 3433 1863 1583 3433 5085 1583 3433 5055 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 3119 1441 3433 1863 1583 3433 5085 1583 3433 5055 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 25 118 116 490 6
Link Speed (mph) 30 30 30 30
Link Distance (ft) 192 672 498 415
Travel Time (s) 4.4 15.3 11.3 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 10 22 49 178 54 116 173 673 490 226 593 23 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 10 47 24 178 54 116 173 673 490 226 616 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Prot Prot NA Prot Prot NA Prot Prot NA Protected Phases 74438852216
Permitted Phases
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 20.0 8.0 20.0 Total Split (s) 9.0 21.0 21.0 19.0 31.0 31.0 19.0 59.0 59.0 21.0 61.0 Total Split (%) 7.5% 17.5% 17.5% 15.8% 25.8% 25.8% 15.8% 49.2% 49.2% 17.5% 50.8% Maximum Green (s) 5.0 17.0 17.0 15.0 27.0 27.0 15.0 55.0 55.0 17.0 57.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 5.0 17.0 17.0 15.0 27.0 27.0 15.0 55.0 55.0 17.0 57.0 Actuated g/C Ratio 0.04 0.14 0.14 0.12 0.22 0.22 0.12 0.46 0.46 0.14 0.48 v/c Ratio 0.14 0.10 0.08 0.41 0.13 0.26 0.40 0.29 0.49 0.47 0.26 Control Delay 59.8 26.3 0.5 51.7 38.2 8.4 51.5 20.7 3.6 63.3 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.8 26.3 0.5 51.7 38.2 8.4 51.5 20.7 3.6 63.3 11.4 Lanes, Volumes, Timings
3: Moorpark Road & Thousand Oaks Blvd 01/10/2024
Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S ECADDADCAEB
Approach Delay 22.8 35.2 18.4 25.3
Approach LOS C D B C
Stops (vph) 11 21 0 148 39 16 143 371 29 202 162
Fuel Used(gal) 00051237256
CO Emissions (g/hr) 13 29 2 369 101 144 215 494 156 355 399 NOx Emissions (g/hr) 2 6 0 72 20 28 42 96 30 69 78
VOC Emissions (g/hr) 3 7 1 86 23 33 50 114 36 82 92
Dilemma Vehicles (#) 00000000000
Queue Length 50th (ft) 8 8 0 66 34 0 64 116 0 93 51
Queue Length 95th (ft) 26 27 0 103 69 48 101 146 58 136 69 Internal Link Dist (ft) 112 592 418 335
Turn Bay Length (ft)
Base Capacity (vph) 73 463 305 429 419 446 429 2330 990 486 2404 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.14 0.10 0.08 0.41 0.13 0.26 0.40 0.29 0.49 0.47 0.26 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.49
Intersection Signal Delay: 23.0 Intersection LOS: C
Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: Moorpark Road & Thousand Oaks Blvd
Lanes, Volumes, Timings
10: Lombard Street/Office Dwy & Thousand Oaks Boulevard 01/10/2024 Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 407 9 49 307 14 11 0 17 3 0 12
Future Volume (vph) 21 407 9 49 307 14 11 0 17 3 0 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.994 0.850 0.850
Flt Protected 0.998 0.950 0.950 0.950
Satd. Flow (prot) 0 3522 0 1770 3518 0 1770 0 1583 1770 0 1583 Flt Permitted 0.998 0.950 0.950 0.950
Satd. Flow (perm) 0 3522 0 1770 3518 0 1770 0 1583 1770 0 1583 Link Speed (mph) 30 30 30 30
Link Distance (ft) 1027 262 327 171
Travel Time (s) 23.3 6.0 7.4 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 23 442 10 53 334 15 12 0 18 3 0 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 475 0 53 349 0 12 0 18 3 0 13
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Yield
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 32 394 285 127 139 85
Future Volume (vph) 32 394 285 127 139 85
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 0.95 1.00 0.97 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1770 3539 3539 1583 3433 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1770 3539 3539 1583 3433 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 138 92
Link Speed (mph) 30 30 30
Link Distance (ft) 262 1493 609
Travel Time (s) 6.0 33.9 13.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 35 428 310 138 151 92
Shared Lane Traffic (%)
Lane Group Flow (vph) 35 428 310 138 151 92
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 12 12 24
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Prot NA NA Perm Prot Perm
Protected Phases 7 4 8 6
Permitted Phases 8 6
Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 8.0 28.0 20.0 20.0 22.0 22.0
Total Split (%) 16.0% 56.0% 40.0% 40.0% 44.0% 44.0%
Maximum Green (s) 4.0 24.0 16.0 16.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 00000
Act Effct Green (s) 4.0 24.0 16.0 16.0 18.0 18.0
Actuated g/C Ratio 0.08 0.48 0.32 0.32 0.36 0.36
v/c Ratio 0.25 0.25 0.27 0.23 0.12 0.15
Control Delay 26.2 8.2 13.5 4.1 18.2 11.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.2 8.2 13.5 4.1 18.2 11.4
Lanes, Volumes, Timings
12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp 01/10/2024 Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT WBT WBR SBL SBR
L O S CABABB
Approach Delay 9.5 10.6 15.6
Approach LOS A B B
Stops (vph) 34 211 198 23 122 54
Fuel Used(gal) 037221
CO Emissions (g/hr) 30 184 471 168 156 79
NOx Emissions (g/hr) 6 36 92 33 30 15
VOC Emissions (g/hr) 7 43 109 39 36 18
Dilemma Vehicles (#) 000000
Queue Length 50th (ft) 10 35 34 0 23 0
Queue Length 95th (ft) 31 57 59 28 46 33
Internal Link Dist (ft) 182 1413 529
Turn Bay Length (ft)
Base Capacity (vph) 141 1698 1132 600 1235 628
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.25 0.25 0.27 0.23 0.12 0.15
Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2: and 6:SBL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.27
Intersection Signal Delay: 11.2 Intersection LOS: B
Intersection Capacity Utilization 25.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 12: Thousand Oaks Boulevard/Thousand Oaks & Hodencamp
Lanes, Volumes, Timings
17: Hodencamp Road & Hillcrest 01/10/2024
Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 17 145 41 46 311 128 33 96 11 129 164 49 Future Volume (vph) 17 145 41 46 311 128 33 96 11 129 164 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.956 0.984 0.966
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 3383 0 1770 3483 0 1770 3419 0 Flt Permitted 0.950 0.950 0.608 0.679
Satd. Flow (perm) 1770 1863 1583 1770 3383 0 1133 3483 0 1265 3419 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 109 135 12 53
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1053 560 357 554
Travel Time (s) 23.9 12.7 8.1 12.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 18 158 45 50 338 139 36 104 12 140 178 53 Shared Lane Traffic (%)
Lane Group Flow (vph) 18 158 45 50 477 0 36 116 0 140 231 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Prot NA Perm Prot NA Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 2 6
Minimum Split (s) 8.0 20.0 20.0 8.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 8.0 20.0 20.0 9.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 16.0% 40.0% 40.0% 18.0% 42.0% 42.0% 42.0% 42.0% 42.0% Maximum Green (s) 4.0 16.0 16.0 5.0 17.0 17.0 17.0 17.0 17.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 4.0 16.0 16.0 5.0 17.0 17.0 17.0 17.0 17.0 Actuated g/C Ratio 0.08 0.32 0.32 0.10 0.34 0.34 0.34 0.34 0.34 v/c Ratio 0.13 0.27 0.08 0.28 0.38 0.09 0.10 0.33 0.19
Control Delay 23.6 14.1 0.7 25.3 9.9 8.2 7.1 14.9 9.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.6 14.1 0.7 25.3 9.9 8.2 7.1 14.9 9.4
Lanes, Volumes, Timings
17: Hodencamp Road & Hillcrest 01/10/2024
Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
L O S C B A C AA AB A
Approach Delay 12.2 11.3 7.4 11.5
Approach LOS BBAB
Stops (vph) 20 102 1 45 222 20 51 91 108
Fuel Used(gal) 0411 1 0 01 12
CO Emissions (g/hr) 35 249 52 90 685 29 87 102 135
NOx Emissions (g/hr) 7 48 10 18 133 6 17 20 26
VOC Emissions (g/hr) 8 58 12 21 159 7 20 24 31
Dilemma Vehicles (#) 00000 00 00
Queue Length 50th (ft) 5 34 0 14 37 8 12 30 18
Queue Length 95th (ft) 20 70 3 39 67 15 13 66 37
Internal Link Dist (ft) 973 480 277 474
Turn Bay Length (ft)
Base Capacity (vph) 141 596 580 177 1239 385 1192 430 1197 Starvation Cap Reductn 00000 00 00
Spillback Cap Reductn 00000 00 00
Storage Cap Reductn 00000 00 00
Reduced v/c Ratio 0.13 0.27 0.08 0.28 0.38 0.09 0.10 0.33 0.19 Intersection Summary
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.38
Intersection Signal Delay: 11.1 Intersection LOS: B
Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 17: Hodencamp Road & Hillcrest
Lanes, Volumes, Timings
21: Moorpark Road & Hillcrest 01/10/2024
Future - AM Peak 1:40 pm 09/06/2023 Baseline Synchro 11 Report