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Application MaterialsjjECIE E FEB 19 Planning Division E ' :�._-- - NING COMPLIANCE A H O CERTIFICATE OF ZO Application Checklist IDIAN� ectname. DOral ACade of Idaho licanvaaent: Katrina Kulm, erstad ARCHITECTS File #: All applications are required to contain one copy of the following unless otherwise noted: Staff Applicant Description p 0 (�) Completed and signed Development Review Application Narrative fully describing the proposed use of the property, including the following. t, ➢ Information on any previous approvals or requirements for the requested use (i.e., applicable conditions of approval or Development Agreement) Recorded warranty deed for the subject property Affidavit of Legal Interest signed and notarized by the property owner (If owner is a corporation,ze ` submit a co of the Articles of Incorporation or other evidence to show that the person signing is an authorized a ent) ? Scaled vicinity map showing the location of the subject property ` Stamped site plan from Republic Services approving the details and location of the trash n/a enclosure and access drive. Contact Bob Olson at ROlson@republieservices.com ublicservices.com or by existing hone 208-319-2611 e site plan Civil Site/Dimension Plan — 1 full size copy (folded to 8 1 2" x 11 size) A photometric test report for any light fixture(s) with a maximum output of 1,800 lumens _ n/a or more (see UDC 11-3A-11) Copy of the recorded plat the property lies within 8 1/2" x I I" Copy of address verification letter from Development Services. See attached request form Site Plan—* 1 copy (folded to 8 1/2" x 11" size) Plan must have a scale no smaller than 1 " = 50' (1 " = 20' is preferred) and be on a standard drawing sheet, not to exceed 36"x 48" (24"x 36" is preferred). A plan which cannot be drawn in its entirety on a single sheet must be drawn with appropriate match lines on two or more sheets The following items must be shown on the siteplan: • Date, scale, dimensions, north arrow, and project name (scale not less than 1"=50') • Names, addresses, and telephone numbers of the developer and the person and/or firm preparing the plan • Parking stalls and drive aisles • Location and detail of bicycle parking facilities • Trash and/or recycling enclosure(s) location aZZ • Detail of trash and/or recycling enclosure (must be screened on 3 sides) ILZ Joe • Location and specifications for underground irrigation (Pressurized irrigation can only be waived if you prove no water rights exist to subject property) • Sidewalks or pathways (proposed and existing) • Location of proposed building on lot (include dimensions to property lines) • Fencing (proposed and existing) Volor • Calculations table including the following: ➢ Number of parking stalls required and provided (specify handicap and compact stalls) ➢ Number of bicycle stalls required and provided ➢ Building size (sq. ft.) ➢ Lot size (sq. ft.) ➢ Setbacks ➢ Easement locations Reduction of the site plan (8 '/2" x I 1") Landscape Plan — *I copy (folded to 8 1/2" x 11 size) Plan must have a scale no smaller than 1 " = 50' (1 " = 20' is preferred) and be on a standard Community Development ■Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www meridiancity.org_/planning (10/08/2019) drawing sheet, not to exceed 36"x 48" (24" x 36" is preferred). A plan which cannot be drawn in its entirety on a single sheet must be drawn with appropriate match lines on two or more sheets The following items must be included on the landscapeplan: • Date, scale, dimensions, north arrow, and prqject name • Names, addresses, and telephone numbers of the developer and the person and/or firm preparing the plan • Stamp/signature of a landscape architect, landscape designer, or qualified nurseryman preparing the plan • Existing natural features such as canals, creeks, drains, ponds, wetlands, floodplains, high groundwater areas, and rock outcroppings • Location, size, and species of all existing trees on site with trunks 4 inches or greater in diameter, measured 6 inches above the ground. Indicate whether the tree will be retained or removed • A statement of how existing healthy trees proposed to be retained will be protected from damage during construction • Existing and/or structures, planting areas, light poles, power poles, walls, fences, berms, parking and loading areas, vehicular drives, trash areas, sidewalks, pathways, fire hydrants, stormwater detention areas, signs, street furniture, and other man-made elements • Existing and proposed contours for all areas steeper than 20% slope. Berms shall be shown with one -foot contours • Sight Triangles as defined in I I -3A-3 of this ordinance • Location and labels for all proposed plants, including trees, shrubs, and groundcovers (trees must not be planted in City water or sewer easements or within five feet of fire hydrants). Scale shown for plant materials shall reflect approximate mature size • A plant list that shows the plant symbol, quantity, botanical name, common name, minimum planting size and container, tree class (1,11, or III), and comments (for spacing, staking, and installation as appro riate) 1�60ooe/ • Calculations of project components to demonstrate compliance with the requirements of this ordinance, including: ➢ Width of street buffers, lineal feet of street frontage, and number of street trees ➢ Residential subdivision trees ➢ Acreage and percentage dedicated for common open space ➢ Acreage and percentage dedicated for qualified open space ➢ Number of trees provided on common lot(s) ➢ Mitigation for removal of existing trees — • Planting and installation details as necessary to ensure conformance with all required standards • Design drawing(s) of all fencing proposed for screening purposes. Include height and material 1 n a exist(M Reduction of the landscape plan (8 %2" x 11 ") Building elevations showing construction materials — * 1 co (folded to 8 %2" x 11" size) Reduction of the elevations (8 %2" x 11 ") Electronic version of the site plan, landscape plan, and building elevations in pdf format submitted on a disk with the files named with project name and plan type (i.e. site plan, landscape plan, elevations, etc.). We encourage you to submit at least one color version If applying for approval of a public school, provide additional information as required by the Public School Facility supplemental checklist per §67-6519 Fee (If this project had prior approval on a site plan, reduced fees may apply) For applications requiring a change of use or new construction we recommend you contact Mindy Wallace at the Ada County Highway District at planningreview@achdidaho.org or (208) 387-6178 to determine any fees or requirements For new public utility construction (water, sewer, reclaimed water) applicants are required to submit: n/a (2) Sets of conceptual engineering plans including pipe sizes and profiles, in a format that complies with the specifications for project Drawings found at: Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208=884-5533 Fax: 208-888-6854 www.meridianciiy.org/i)lanning r STAFF USE ONLY: Project name• File number(s). Assigned Planner. �e of Review Requested (check all that a ZC7f1 ❑ Accessory Use (check only 1) ❑ Daycare ❑ Home Occupation ❑ Home Occupation/Instruction for 7 or more ❑ Administrative Design Review ❑ Alternative Compliance ❑ Annexation and Zoning Z Certificate of Zoning Compliance ❑ City Council Review ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit ❑ Conditional Use Modification (check only 1) ❑ Director ❑ Commission ❑ Development Agreement Modification ❑ Final Plat Applicant Information Applicant name; Doral Academy o Applicant address: City: Idaho ECEWE FEB 19 2020 Planning Division DEVELOPMENT REVIEW APPLICATION Related files: Applicant's interest in property: ❑Own ❑Rent name. Owner • ❑ Final Plat Modification ❑ Landscape Plan Modification ❑ Preliminary Plat ❑ Private Street ❑ Property Boundary Adjustment ❑ Rezone ❑ Short Plat ❑ Time Extension (check only 1) ❑ Director ❑ Commission ❑ UDC Text Amendment ❑ Vacation (check only 1) ❑ Director ❑ Commission ❑ Variance ❑ Other ® Optioned Email: State: ❑ Other Phone: Phone: Owner address: 2511 w cherry lane Email: ktrudeau@compasscharter.org city: meridian Agent/Contact name (e.g., architect, engineer, developer, representative): Firm name: erstad ARCHITECTS State: Id Zip: 83642 Phone: 208.331.9031 Agent address: 310 N. 5th St Email: kkulm erstadarchitects.com City: Boise State: ID zip: 83702 Primary contact is: ❑ Applicant ❑ Owner ® Agent/Contact Subject Property Information Location street address: 2511 W Cherry Lane Township, range, section: 3N 1 W11 Assessor's parcel number(s): S1211212422 Total acreage: 3.5 Zoning district: L-0 Community Development ■Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www meridiancity.or�/plannin� _1 Rev: (2/2/20182/7/2018) Project/subdivision name: N/A General description of proposed project/request: Certi Proposed zoning district(s): operating school facility to change to a new tenant. existing -no chan Acres of each zone proposed: N/A Type of use proposed (check all that apply): ❑ Residential ❑Office ❑Commercial ❑Employment ❑Industrial ®Other education Who will own &maintain the pressurized irrigation system in this development? eXlSting-n0 Change Which irrigation district does this property lie within? _Nampa Merldlan Primary irrigation source: existing -no change Secondary: existing -no change Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): existing-n0 change Residential Project Summary (if applicable) N/A NunibeLr of residential units: Number of Proposed number 1 bedroom: lots: Number of building lots: Number of other lots: ing units (for multi -family developments only): 2-3 bedrooms: Minimum square footage of structure��cl. garage): Minimum property size (s.f): Gross density (Per UDC 11-1A-1): Acreage of qualified open space: _ 4 or more bedrooms: Maximum building height: Average property size (s.f.): Net density (Per UDC 11-1 A-1): Perc�rt�e of qualified open space: Type and calculations of qualified open space provided in acres (Per L 11-3G-3B): Amenities provided with this development (if applicable): Type of dwellings) proposed: ❑ Duplex ❑ Multi -family ❑ Single-family Detached ❑ Vertically Integrated Non-residential Project Summary (if a Number of building lots: 1 Gross floor area proposed: n/a Hours of operation (days and hours): ble) ❑ Single-family Attached ❑ Other Common lots: n/a Other lots: ■❑ Existing (if applicable): ±40,000 M-F lam - 4 pm Total number of parking spaces provided Authorization Print applicant name: Katrina Kulm Applicant signature: 106 Building height: existing Number of compact spaces provided: n/a Date: 12.20.19 �a Community Development ■Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 vv�ww.meridiancity or�/planninc -2- Reh: (2/7/2018) erstad ARCHITECTS 310 no. 5th street • boise, idaho 83702 • phone 208.331.9031 •fax 208.331.9035 • email info@erstadarchitects.com December 20, 2019 Project Narrative Doral Academy of Idaho 2511 W Cherry Lane Meridian, ID 83642 Dear Planning Staff, The intention of the application is to create a name change for the existing building located at 2511 W. Cherry Lane. Compass Public Charter School currently operates a K-5 facility at this location. Doral Academy of Idaho intends to purchase the property and operate a K-8 school with 630 students at full build out. There are no modifications currently identified for the site. The existing site complies with the required parking and all existing plantings and landscape is to remain. In addition, our traffic checklist compliance report indicates there is no need for any modification to the site or surrounding roads. Parking required 1 per 500sf 401000sf existing/ 500 = 106 spaces provided ito OAtkQ" 80 spaces required minimum As the site use will maintain its education focus and the existing school is still in operation this is not considered a change in use, merely a change in name. We hope that the City of Meridian finds this application suitable to the site as well as its use. If you have any questions, please do not hesitate to contact me at (208) 331-9031. Sincerely, Katrina Kulm, Project Architect erstad ARCHITECTS ADA COUNTY RECORDER Jr DAVID NAVARRO AMOUNT 19.00 4 BOISE IDAHO 09/21/10 01:27PM DEPUTY Bonnie B. Oberbillig IIII I IIII II III I II IIIIIII I III II IIIIII IIII IIIIIIIIII RECORDED -REQUEST OF STEWART TITLE - EMERALD O 110087995 title of nampa For Value Received Dean and Nan Peterson, L.L.C., an Arizona Limited Liability Company the Grantor, hereby grants, bargains, sells, conveys and warrants unto Compass Public Charter School, Inc., an Idaho Non -Profit Corporation the grantee, whose current address is 2511 W Cherry Lane, Meridian, IID 83642 the following described premises, to wit: See "Exhibit A" attached hereto Parcel Number: S 1211212422 & R3508250020 SI.7BJECT TO: Current General Taxes, a lien in the process of assessments, not yet due or payable. Easements, restrictions, reservations, provisions of record, and assessments, if any. TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, their heirs and assigns forever. And the said Grantor does hereby covenant fio and with the said Grantee, that it is the owner in fee simple of said premises, that said premises are free from all encumbrances and that he will warrant and defend the same from all lawful claims whatsoever. Dated this 20th day of September, 2010. Dean &Nan Peterson, LL(� By: Dean Peterson, Manager Uean � 1Van xeterson, L.1L,.�;. Sy: Peterson Revocable Living Trust, Member Bye. Dean L. Peterson, Co -Trustee Stewart Title Company File Number: 100G9023 Warranty Decd Puge 1 of 4 Dean &Nan Peterson, LLC By: Nan Peterson, Manager �l � Dean &Nan By: Peterson Revocable Living Member By: Nancy V. Peterson, Co -Trustee 'Trust, STATE OF California ) ) ss. ::OUNTY OF On this day of September, 2010, before me the undersigned, a Notary Public, in and for said State, personally appeared Dean L. Peterson and Nancy V. ]Peterson, known to me, to be the Trustee of the Peterson Revocable Living Trust Trust, and the Trustee(s) who subscribed the said Trust name to the foregoing instrument, acknowledged to me that he/she/they executed the same in said Trust name, and that said Trust executed the same, as Member of Dean and Nan Peterson,lL.L.C. WITNESS MYHAND AND OFFICIAL SEAL Notary Public: Residing at: My commission expires ST'A'I'E ®F California COIUNTX OF .511 0f 00 ss. ) aG 1 1'! C�►7CIVr"CLU NOTARY PUBLIC=CAUFOR{ COMM. NO.1877924 man �1� On this ZG dad' of September, 2010, before me, the undersigned, a Notary Public, in and for said State, personally appeared Dean Peterson and Nan Peterson, known to me, and/or identified to me on the basis of satisfactory evidence, to be the Managers of the Limited Liability Company that executed the instrument and the foregoing instrument was signed on behalf of said company by authority of consent of its members and acknowledged to me that he/she/they executed the same. WITNESS MY HAND ,AND OFFICIAL SEAL. Notary Public: Residing at: My commission expires � U f f' NARY PURL CECAL FORUN COMM. N0.187792q enni nir-nnr,e%lI.I .. Order No.: 2010069023 PARCEL is Lot 2 in Block 1 of Haven Cove No. 12 according to the plat thereof, filed in Boolc 62 of Plats at Pages 6178 and 6179, records of Ada County, Idaho. PARCEL II: A tract of land situated in the Northeast quarter of the Northwest quarter of Section 11, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, being more particularly described as Howse Commencing at the one -quarter comer common to Section 2 and 11, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, from which the Northwest corner of said Section 11 bears North 89°0340" West 2653.48 feet; thence North 89103'40" West along the section line common to said Sections 2 and 11 a distance of 34.30 feet to the REAL POINT OF BEGINNING; thence North 89°03'40" West along said section line 35.70 feet to a point; thence N South 01 10 West 528.00 feet to a point; thence North 82°40' East 36.01 feet to a point lying fifty feet Westerly of the centerline of Nine Mile Creek; thence North 0110' East along a line parallel with and fifty feet from the centerline of said Nine Mile Creek, 522.82 feet to the REAL POINT OF BEGINNING. EXCEPT that portion conveyed to Ada County Highway District for the public right of way by deed recorded under Instrument No. 940175760 PARCEL III: A parcel of land located in Section 11, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, more fully described as follows: Beginning at the North quarter corner, Section 11, Township 3 North, Range 1 West, Boise Meridian; thence running North 89°03'40" West along the section line a distance of 70.00 feet to the REAL POINT OF 3EGE\Tl TGo thence running North 89°03'40" West along the section line a distance of 348.23 feet to a point; thence running South 00°56'20" West a distance of 40.0 feet to a point; thence running South 15°05' East a distance of 286.46 feet to a point; thence running Stewart'Title Company File Number: 10069023 Warranty Deed Page 3 of 4 South 27°15 East a distance 231.35 feet to a point; thence running South 02°21' East a distance 32.77 feet to a point; thence running North 82°40' East a distance of 166.85 feet to a point; thence running North 00° 10' East a distance of 528.00 feet to the REAL POINT OF BEGINNING. EXCEPT fihat portion conveyed to Ada County Highway District for public right of way by Deed recorded under Instrument No. 940175760 Ste�art Titic Company Filc Number: 100090�3 Warranty Deed Page 4 of 4 — (l) LASS wltl7 electronic version of the conceptual cngincoring plans in ttye format spe above, AFFIDAVIT OF LEGAL INTEREST �ti'ATL of >DAi�� COUNTY OF ADA ) 1 J Normand Varin II -Board Chair _ (name) Meridian. -- — -- �_ (city) being first duly sworn upon. oath, depose and say: 1. That I am the permission to: 5211 W Cherry Lane (address) 1_daho (state) record owner of the property described on the attached, and l grant my Performance Charter School Development LLC 855 W Broad Streets Suite 300 (name) (address) ' Boise, ID 83702-7153 to subnvt the accompanying applications) pertaining to that property. 2. [ogee to indemnify, defend and hold the City of Meridian and its employees harmless from Quy claim or liability resulting frnrn any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the appiicallon, �. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said applications}. (Signature) SUBSCR113CL3 ANU SWORN to before me tt�e day and year first above written, (Notary Public residing at: My ComrYlisoion 1✓xpires; Idaho) C;ommunit}Develupmeut ■ P1am�iog air�ision ■ 33 �;. Hroadway Avenue, Sle. t02 Meridian, Idaho $3642 Phone: 2bR•864•5533 Fax: 20fi-gRB-(R54 %5nv�v.rrwridixr�c'tcy.oreJolanain6 E O m E a aJ E V) w 0 a a uj yLU 0. 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(AV0, mrVAAm `D s, to d��9 m-imo r°D L °J ANON C m �j ca G� 1 AV Q �•. • s 0p .�� o z snowl-r ra .r._. ,�° N 02.2 ooaAwail p � , 69 1 x mro w hl y O an ] mmmmt Oi f'i m m 0 0 •� � 1 xi MG)C— ONO VAN 0 (,aa/71 AmlwrMLA tniflr�-1c- AA 63 !) 0 iA m G) �' c) 0 Z J oti m04Pn �m NNN p mDr-o-1� I n2 m 3:m 1 0� ..'� m na Katrina Kulm From: Sent: To: Cc: Subject: Good Morning, Katrina: Terri Ricks <tricks@meridiancity.org> Friday, December 20, 2019 7:S7 AM Katrina Kulm Ryan Beecroft; Elizabeth Linan; Paula Middleton; Mercedes Amador Updated AV I inadvertently clicked on the "Address Verification Not Required" field, but this project DOES require an AV. The information below constitutes verification of the address for the new Doral Academy of Idaho: L�Allt-?Q19-4 - D�r�l k r �� l N ► i :,'�� + �t 9:1 � I'i :� Go Tv v �ASl Help heaUrd-spe�:ifir. infora�i.3ti�r, up�afed sctaGessfufli_ PROJECT INFO Address verification t.;Yes '•_•' No Project Type Tenant lmprovIZ: ADDRESS INFO Address 2511 W Cherry Ln (Text) Bldg I (Text) Block (Text) Parcel S i 211212422 (Text) Terri Ricks � Addressing Specialist City of Meridian � Community Development Department 33 E. Broadway Ave., Meridian, Idaho 83642 Phone: 208 489-03181 Fax: 20&8874297 Email: tricks meridiancity.org �iQ/rE IDF� IAN,� Built for Business, Designed for Living www opportunitymeridion.org 11®®M® Parcel Ver"rf All e-mail messages sent to or received by City of Meridian e-mail accounts are subject to the Idaho law, in regards to both release and retention, and may be released upon request, unless exempt from disclosure by law. 2 0 sN u • Zaa 14aa9991t�9 •.. 0 f�i10Z1 roes not •••l•a n.n019I . u9 Vd"51031I H D N V�Polue 2 "WOW Be U,�..�.fill �O w ooeu Ex vaaSSc •F.f P3E Z79£8 o4eP! mu'V!Aew aue! 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TABLE OF CONTENTS TABLE OF%.PUNTENTSaPP❑naPH❑0DV000❑❑a❑0000U ❑❑❑❑p❑p❑ap❑, �I , 0 0❑❑❑ p c; ❑❑ p O p p❑❑ a n❑❑ U n v u n v TABLE OF FIGURES. a r a napp0aa❑n❑❑.pa ; a p p❑❑ n❑a0 n Q ❑ u v n v u p p. n❑❑❑ p❑ 0❑❑ u❑❑ ❑ u❑ u u H n lip TABLE OF TABLES. a❑.■❑non❑nnanvon❑❑❑p❑❑pp❑❑np❑,;❑❑❑ Us ❑nn ❑ ❑.❑nHa❑❑ G° ❑❑pp❑❑❑p❑.gang.❑❑n.P❑❑;;❑ EXECUTIVE SUMMARY■o❑a napaaa F''II no u❑ o❑ o u❑❑❑❑ u❑❑ n❑ u c 0 c❑❑ a c r; v a a n p n ■ p v❑ o❑ u Site Location and Study Area......oaaannoo. none a aeon Poo on Hoeg 0000noo oH••••oHa Hona000 00 a00400 o eon 00 000000o ❑ ❑ p ❑ ❑ u p ❑ p n �p oo 00 0090 ooa oaoo.o..00noo o.oapo oPnonono Improvement Description o....O o00000000❑0000000000000000000000 a 000000 DODO DO 00000aOV00 00 on 0o copvaoo 0o a 0000000 00000 000 R DOG 00000 ...gaga QQryry Conclusions••■■■ooeO00000eoev00000noPooHoocvaa000000aoGOOD H00000000000000a0000000 GOO 00000a000pO0a00000000000ncoca ao000000000000000000opOOOOa0O0Upan000000. Recommendations... P111941141141 0 0 6 11111"lleco D anon DODO a 0000 0*00 8 00#00*0000 0 000 0 ODO00011100946*006 OOOOOOG a OODOODO 0000 a DODO 0000 000 OODODOU " 00000000QGU a QE�7Tr DU' a I('- 6'4 AND SUMMARY ❑❑❑❑❑❑o"Pho o. p e v c v v p a❑„ v a DUE o❑ CfIAFiE n a o❑ o n u v Purposeof Report and Study Objective 000000aoe o 00000 coca 0 on oom o00000006000000 000 no coo 000000000000000 0000 a 00000000oona 0 no. 0e0•...E moo 2 ProjectLocationoo❑oo 000000❑oo0opopoo. �ion0000eop000000❑000.0000a0000000oov00000a00000000po.op000000 oa0000ao•aaoo•.cep•ooepoo.00000000..e00000ee.....■■• 2 CHAPTEH 2° PROPOSED DEVELOPMENT ❑pn ❑ ■ ■ e❑ o o v , o❑ rD v G p P [ CHAPTER 3: STUDY AREA, a❑❑n❑npn❑p❑rnna❑„pn( p i IjI1� . n o n a ,_ n❑ n c r, ❑❑ u❑❑ n u❑ p❑❑❑❑ u❑ n❑ v v n n r, n❑ u n Area of Influence and Traffic Impact........ noo a 00000000000Do 0000060 we HOo■ a a a POPOp 00 0000000000 a 000"000000000000000 ©PPvn PPa❑PP Pappas Pn•g.4 ExistingLand Use .... DODO000e00U .0000.••f. 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Poo . 00000wo6600aoa000000nco.00000000000a4 ANALYSIS OF %XISTING/BACKGROUND CON[30`u'Pc�G9 ❑nag❑❑p❑ Ph■ysicn,I Characteristics 000..■.........•••...P®..ODOO cos) oone00000.0 .66.oe0000 Cannons) 00000 Dan 00 On H a 4.0 Do•#H 6.eoo0000apOOa oOHO a a 00000 DOa0009 goof .5 RoadwayCharacteristics papp.pHopnoa.pappoopoaopp.appa p❑oa pa000po0p❑evvo coos) O000u00000po oo❑o00000000oo0ooaoo00000c000pnnpoop 000 5 IntersectionCharacteristics papa.p.popppaoap000apop opaaopp®.........pop pppp❑p000a0p.oap ppppoppppp ❑ppppOo❑pppoppp ❑pp.po a0opap.6 5 TrafficC ontrofl Deviceso.. ua00000 oo voo.000 Hov000paoopoo00opovpenoa 0000pp00000000000o0oo0 pvoo00000000rz000 0000..❑oopv000000..o0 5 Pedestrian/Bicycle Facilities •.o•opp❑noeo0p0oo ov000p0o0u000000o0oeoo oc0000o00000000 opoo0opo 0000000 n0000po.00 000eoo 000❑ov0000a ao 5 Traffic VoPlumes For Existing Conditioro� ppHaoppooa.oHon.ap.pap❑p op.a oe.00.-oa oo 000 aoaoeoo o0o40 oo 000 Ho coo 0000000000 coo.ovu000apa0000000a ILevei o� Sen"Vice (LOS) For g EX13i�IlT1� C4YTI11(��JICC�oiQl tll 00000000000000000.000.00von000.. Poa000 oe000 moon oPPPp0000aneOaH 00000 neon oo.00emHn Ube SegmeltZ t LO S OOOO000❑00000®p❑.0opa.o000.•e0a00o0po000paoO0a00p 0000000090000000000U000000^000000000000D00000000000000o❑ooOUo00aa.poUO000 6 Segmeufi- Traffic Volumes............ 000000000000❑0D00000.066aao.6.660000000000000❑OOOUOpaa00000o000000000009000000DODO 0DOon 6 Existing Conditions Cherry Lome 5 egmefoit1LOS Results.00000❑OGOOO0000000000.UUp0000000000aU00p0.pOppa 8 IntersectionLOS •o•0..DODO a 00000❑Doc Oppb OapO 0O 00VOp000000009000000000060000000000000000000 on OPOOoou 00000000 a 000090000000 ❑000V0000000 VJ( IntersectionTraffic Vopnmes 0000000000000000000000000e00000ppopoocop000J0004o40000p moopoaupoo0ovoop000aoovopoov000pvpo0o hJ PedestrianVolumes..pOaO0p00o000000000000000000000000000*9000000000000000o000 opoana•Op.pOp000000OpUp0OpO0UOV0❑0000000000 it Chem Lane/Todd Way Intersection Al Peak Houxua Results e•000.oannpPHpoa00000op0oennaopoopo4e 11_® Cherry Lane/Todd WI ),iy Intersection PM Peak Hour Results..ppoHHpn..ppppapopaHaaopoopp❑aapppoo4 1 A CLerrv�y Lane/West School Access Intersection AM Peak Hour Results •0000a0000000o.000nopo fl it ClicLIiry Lane/West SchooE Access Rntersection PM PeRik Hour Results 00000000000p0000O00000 � EXis�rmg Condit. on s S unr�n mart' 0000p00000pop00000000vo.o...•eopop000a0000000000p00000000000e.e6.0o00ov000000000o0000poOJ EYasting Conditions MRtigation Measurce s o(IOU 0 a 000 DO Op000000a ¶'I .000000000000 000000000000000000000000OOOp 000000a❑O 11� Cberry LanielWest SchooR Access uterseegon TR°p�Ile Signal Miti atiRaoi Me'q'lsurfses Results.Opa..a...a..c...6•....66■...........6...........••Ha❑p. IfI aepg0pp.00000 onp000a Opp U❑0000UU0 D0000000000 VpO000000pOJO040.opO.0000op pJ �1 V CHAPTER 5a PROJECTFD TRAFFIC, 0bDa❑pa❑❑❑aUC,000❑p❑ rtu a❑„❑pia❑❑a.0Pp❑pp Pro' ected Sbte Traffic, o000o0000ao00000.0•o.Hoe•eooeao.noeeoe.00•oovoPaoop000•000pp00000000.00nno0v00000000HO000e000Hpooaoo n ❑ o r �[yT (��j_I, /y� (1l pHanp4aaa.pa.a...apn.nP. J1 T'u'!p V VLJSerat�lL�lL 000UO0000 o0000O00000000000000000000000000000.0pppOOnO aDOOUOppo0o00oo0onop.00000.. OOpp 0000000000000 OOUOVpOp00p Oapn 1l /J/�� Buses, ��]�(o�Osose.00po00oo0000000000000e00000000OOOv0000p0000000000000Q00000oODUOQ0000000000000000DQ0acoopp000000a000000000000000000000000000 1-L Walk*(T, go o 0000000000000 0000 0 0 0 0000 oo o o o 0 O o o o o 0 o o 0 o a o v O O o o o o o 00000 oo o 0 o a a o 0 a a. oo o o 00000 0000000 o 000 a o o o V o o Uoa poo00o00000000000000000.000 _111 Vehicles0000 oo po oovoepep coon 000.00oo0o op as on❑np0000 oa0000ppo aoopepp opvop0000 ov000p000c+o 0000aop00000 000 oo Poopoo 000poo 0000000�0000000 ooa Jl` a Trip Di stribut� o 0000o0oo onnp0ovoopooaa on nuoOova Hn000vopov.000.poo.0ouo0p000eoovvoo0 noo po0o040 E� o anp0000000000000p0000000auoopon0ooap Modal Split....................................................................................►........m1......mr measure Beefs emoe.o.em 16 Trip Assignment.....r................00se. ................1..................................................1.....o. r. o....►...e1 16 Projected Through/Pass-By Traffic (Each Horizon Year).................................................................16 CHAPTER 6: 2020 HORIZON YEAR (BACKGROUND PLUS SCHOOL TRAFFIC) ... . . . ■ . . .. . . ► ■ r . . A . . ■ . . . ■ . . A m . . . ■ . . ■ . ■ .. A r . ■ ■ ■ ■ ■ ... . . ■ . ■ 1 . . . .. ■ . ■ . ■ . . 1 . ■ . . . . r ■ . ■ ■ ■ . Roadway Segment (Cherry Lane).............................................................■...........1......o..►....,............... 1 7 2020 Cherry Lane Segment Background plus School LOS Results..................see ..m.m...m..17 IntersectionLOS.A.......memo ......................................................................Roof...►..►..o....►..►......... 18 2020 Intersection Traffic Volumes............................................................................mom..*one 18 2020 Cherry Lane/Todd Way Intersection Background plus School Traffic •AM..Pe20 Hour Results....................................................memo........................ Rome ....o,....o meo 2020 Cherry Lane/Todd Way Intersection Background plus School TrafficlPM s a . LaPeak Hour Results Las ane/West • School . Access IntersectionBackgroundplus School Traffic •• . 2020 Cherry La AMPeak Hour Results.....►m.../......e...m.....e....................................o..erem e.o o.4 arm memo.R*...►1.1 m►.Rome 21 2020 Cherry Lane/West School Access Intersection Background plus School Traffic PMPeak Hour Results........goo .. Goff ...................... ego ....m..m............►R..e►e. more. o..m..* error .arm memo Ro.00► 22 2020 Background plus School Traffic Conditions Summarye.......ee.lro...lf00000l..r.lee....,.■ 22 2020 Background plus School Traffic Conditions Mitigation Measures ..................... 23 2020 Cherry Lane/West School Access Intersection Traffic Signal ,mmMitigatio Measures Results...........m.........................23 ................................................... CHAPTER 7: 2040 HORIZON YEAR TRAFFIC ANALYSIS (BACKGROUND PLUS SCHOOL TRAFFIC).A.................A.r........■A........e...r...r■...■....., 24 RoadwaySegment (Cherry Lane)........................................See ................... *atone Barbara asp ................ Sees ass ..24 2040 Cherry Lane Segment Background plus School LOS Results ................................ 24 Intersection LOS**am 0*004900 w9*00490 9 *off goo**** merger ONO we 0000 of Ivory eye 0000000006 0*00 ................................../..................e........or.e.e.........R.... e.o.m...m....mm...RR..r Ro.o►o.. 26 2040 Intersection Traffic Volumes.fee ..................r.....r..o.....m...............................r.m.r....m.....9 26 2040 Cherry Lane/Todd Way Intersection Background plus School Traffic RAM.*Pe28 Hour Results.................................................................................................... 2040 Cherry Lane/Todd Way Intersection Background plus School Traffic •PMrose *6 ••Peak HourResults.....m...o.........................o............................m■....R.r...►o.e.o...m.m...R.. r... ans 28 2040 Cherry Lane/West School Access Intersection Background plus School Traffic AMPeak Hour Results..............Sees *system ............ See ...►......... too ....e....................................area 29 2040 Cherry Lane/West School Access Intersection Background plus School Traffic PM Peak Hour Results ...............•............................ 29 .......1m.m.►.....1..►r..1.1...►.Rolm►.. ►........ ►......• 2040 Background plus School Traffic Conditions Summary ......................••••••.•••••••••• 30 2040 Background plus School Traffic Conditions Mitigation Measures ..................... 30 2040 Cherry Lane/West School Access Intersection Traffic Signal,lmMitigati0000000*oo arm on0 Measures Results........................R..................turner got 1e...e.e.e1.............terms ..... CHAPTER 7: CONCLUSIONS........r...............r............,.......r......... 31 CHAPTER 8: RECOMMENDATIONS.........A...........r..rr.r..r..............r.. 31 APPENDIX A: TRAFFIC COUNTS.Sam Mason Samoa .....■.■..,.. Bugloss ,R■.■.Barney moot 32 APPENDIX B: TRAFFIC MODEL RESULTS 33 APPENDIX C: 2008 COMPASS SCHOOL STUDY .........•. survey ••••••••••Rosso 34 APPENDIX Do. 2040 PROJECTED TRAFFIC MAP............•••••••••••••••••••• 35 Ill I ABLE OF FIGURES Figure 1-1: Site Location Map.............................................................................. 2 Figure 2-1: Proposed Development and Accesses.....,. ......................... ............... 4 Figure 4-l: Existing Pedestrian Crossing...................................................................e..6 Figure 4-2: AM Peak Hour Turning Movement Volumes.......................................................o,,,., 9 Figure 4=3: AM Peak Hour Turning Movement Volumes, ............,. 10 Figure 6-1: 2020 Background plus School AM Peak Hour Turning Movement Volumes 19 Figure 6-2: 2020 Background plus School AM Peak Hour Turning Movement Volumes ......... 20 Figure 7-1: 2040 Forecasted Background Traffic..............Doug to Norowwws Owowqq24 Figure 7-2: 2040 Background plus School AM Peak Hour Turning Movement Volumes ......... 27 Figure 7.3: 2040 Background plus School AM Peak Hour Turning Movement Volumes ......... 28 iw TABLE OF TABLES Table 24: Anticipated School Attendance....... 3 ............................................................. Table 4-1 • Cherry Lane AM and PM Peak Hour Volumes........................................................... 6 Table 4-2: Cherry Lane Eastbound AM Peak Results................................................................... Table 4-3: Cherry Lane Eastbound PM Peak Results*. Dee 0600 4004 a040604*0000 0 7 Table 4-4: Cherry Lane Westbound AM Peak Results.................................................................. 7 Table 4-5: Cherry Lane Westbound PM Peak Results .................................................... 8 Table 4-6: Cherry Lane/TMovement Volumes...odd Way AM Peak Hour Turning Volumes dada... 9 Table 4-7: Cherry Lane/West School Access AM Peak Hour Turning Movement V Todd Way PM Peak Hour Turning Movement Volumes ..... ...........added 9 Table 4-8: Cherry Lane/ Table 4-9: Cherry Lane/West School Access PM Peak Hour Turning Movement Volumes:::::: 10 Table 4-10. Cherry Lane/Todd Way AM Peak Hour Delay Times and LOS ................ 11 07 Table 4-11: Cherry Lane/Todd Way PM Peak Hour Delay Times and LOS .............................. 11 Table 442: Cherry Lane/West School Access AM Peak Hour Delay Times and LOS 12 Table 44 3 0 Cherry Lane/West School Access PM Peak Hour Delay Times and LOS Table 4.140 Cherry Lane/ I odd Way Traffic Signal Mitigation Measures Delay Times and••LOso S ........,I..e90060490.440.e0.00..60.0004ee4.9.090010000000...90.0000041.1...1............................... ............................. add 14 Table 5-1: Trip Generation Table.........,•.•.•..•dead •••••••••add •••••••••••••••• Table 5-2: Compass School (Existing School) Trip Generation Table from 2008 Study 15 Table 5-3: Net Difference Trip Generation Table..................•..........•..••••..••••••••••••••••••••••••••••••••• 15 Table 5-4: Trip Distribution Table............................................................................................... 16 Table 6-10 2020 Cherry Lane Background plus School Eastbound AM Peak Results ................ 17 Table 6-2: 2020 Cherry Lane Background plus School Eastbound PM Peak Results 18 Table 6-3: 2020 Cherry Lane Background plus School Westbound AM Peak Results .............. 18 Table 64: 2020 Cherry Lane Background plus School Westbound AM Peak Results ............. 18 Table 6-5: 2020 Cherry Lane/Todd Way Background plus School AM Peak Hour Turning19 Movement Volumes... . ........................e............... Table 6-6: 2020 Cherry Lane/West School Access Background plus School AM Peak Hour 19 Turning Movement Volumes.....***..... ....................................... dada.. Table 6-7: 2020 Cherry Lane/Todd Way Background plus School PM Peak Hour Turning MovementVolumes......................................................................................................... dada. 20 Table 6-8s, 2020 Cherry Lane/West School Access Background plus School PM Peak Hour ... 20 Turning Movement Volumes ..................................................................................................... Table 6-9: 2020 Cherry Lane/Todd Way Background plus School AM Peak Hour Delay Times andLOS........................................................................................................ to 21 Table 640: 2020 Cherry Lane/Todd Way Background plus School PM Peak Hour Delay Ti some met �1 and LOS .....1.1........................................ ............................. .......... less................... dada.. Table 6=11: 2020 Cherry Lane/West School Access Background plus School AM Peak Hour Delay Times and LOS..e........................................................................ 22 ........................................ School PM Peak Hour Table 6-12: 2020 Cherry Lane/West School Access Background plus Delay Times and LOS............................................................................ 22 ....................................... Table 6-13: 2020 Cherry Lane/Todd Way Background plus School Traffic Signal Mitigatiova on Measures Delay Times and LOS.................................................................................... Table 7-1: 2040 Cherry Lane Background plus School Eastbound AM Peak Results 2 Table 7-2: 2040 Cherry Lane Background plus School Eastbound PM Peak Results ................ 25 v Table 7-3 0. 2040 Cherry Lane Background plus School Westbound AM Peak Results 25 Table 74: 2040 Cherry Lane Background plus School Westbound AM Peak Results 26 Table 7-5: 2040 Cherry Lane/Todd Way Background plus School AM Peak Hour Turning Movement Volumes,. 0 a a 6 0 a 4 of do a ad a ................26 ....................................... .............................................. Table 7-6: 2040 Cherry Lane/West School Access Background plus School AM Peak Hour Turning Movement Volumes.,....... of Diego* 26 .................................................. few need needs a defended needs losses 004 a a Table 7-7: 2040 Cherry Lane/Todd Way Background plus School PM Peak Hour Turning Movement Volumes ......................................... 27 Table 7-8: 2040 Cherry Lane/West School Access Background plus School PM Peak Hour Turning Movement Volumes..... Table 7-9: 2040 Cherry Lane/Todd Way Background plus School AM Peak Hour DelayTimes andLOS........................................................... *Goods so of beat food Does 0 Poo . 28 ............................................. Table 7-10: 2040 Cherry Lane/Todd Way Background plus School PM Peak Hour Delay Times and LOS .................. ...... 9 0 0 a 0 a 6 6 6 6 a 4 4 f 0 . a a 6 a ................................................................. 29 Table 7A 1: 2040 Cherry Lane/West School Access Background plus School AM Peak Hour Delay Times and LOS.............. Table 7-12: 2040 Cherry Lane/West School Access Background plus School PM Peak Hour Delay Times and LOS.................................................. 30 ................................................................. Table 741, 2020 Cherry Lane/Todd Way Background plus School Traffic Signal Mitigation Measures Delay Times and LOS ............ rewwwwwwwo.30 ........ ..................................................... vi EXECUTIVE SUMMARY SITE LOCATION AND STUDY AREA The proposed school is located at 2511 W Cherry Lane. The study area for this report includes Cherry Lane between Ten Mile Road and Linder Road along with the two (2) intersections that access the existing and proposed school grounds; Cherry Lane/Todd Way and Cherry Lane/West School Access. IMPROVEMENT DESCRIPTION The proposed school is currently designed for 630 students (kindergarten through 8u' grade). It should be noted that the proposed charter school is anticipated to replace an existing school that has 600 students (kindergarten through 121' grade). The proposed school will include buses which will reduce the overall impact of the proposed school to an equivalent of 446 students being transported to the school by vehicles. CONGLUSIONS Throughout the study, it can be seen in this study that the northbound and the southbound traffic at ill fail with or without the proposed school. For the intersection of Cherry Lane/Todd Way w the 2020 Horizon Year the maximum delay is 42.1 seconds for just the southbound traffic. However, as traffic increases from the 2020 Horizon Year to the 2040 Horizon Year, the delay times increase immensely to a failed LOS for both the northbound and southbound traffic. This is attributed to the increase in eastbound and westbound thru traffic causing higher delays for northbound and southbound traffic Overall, the purpose of this study is to determine the impact that a proposed school has on the roadway network. It was determined that with the implementation of buses and students walking to school, the impacts to the roadway network will decrease from the current school traffic and thus not have an additional impact on the roadway network. Total trips generated by the proposed school is 1132 trips, 32 less than the current school. RECOMMENDATIONS It is the recommendation of this study that no improvements are required to meet the impacts from the proposed school. It is also the recommendation of this study that a traffic signal is warranted in the future before the 2040 Horizon Year to meet projected background traffic volumes not associated with the proposed school. E CHAPTER 'I : INTRODUCTION AND SUMMARY This report documents a Traffic Impact Study (TIN) performed for a proposed Charter School on Chevy Lane, PURPOSE OF REPORT AND STUDY OBJECTIVE 'The purpose of this study is to evaluate what transportation improvements are necessary to accommodate the future traffic volumes generated by the development. The specific objectives of this study are: ➢ To analyze the existing/background traffic ➢ To analyze the site traffic ➢ To analyze the existing/background traffic plus site traffic (2020 Horizon Year) ➢ To analyze the existing/background traffic plus site traffic (2040 Horizon Year) ➢ To develop conclusions ➢ To produce recommendations PROJECT LOCATION The proposed development is located at 2511 West Cherry Lane between Ten Mile Road and Linder Road in Meridian Idaho. The location is shown in the following figures, Figure 1-1. Figure 1-l: Site Location Map 2 CHAPTER 2: PROPOSED DEVELOPMENT Development juvaCtriptions The proposed school is currently designed for 630 students (kindergarten through Sa' grade). The anticipated school attendance by year is shown in the following table. Table 2-1: Anticipated School Attendance # of Students per Year Grade 20=21 2142 22-23 23-24 24r25 2546 26=27 IIIh IIIP Pre-K - "IIIIIIIIIIIIIIIIIIN Kinder 50 50 50 50 75 75 75 1st Grade 50 50 50 50 75 75 75 2nd Grade 50 50 50 50 75 75 75 IIIIIIIIIIN 3rd Grade 25 50 50 50 75 75 75 4th Grade 25 25 50 50 75 75 75 Sth Grade 25 25 25 50 75 75 75 60 60 60 6th Grade 60 60 60 60 7th Grade 0 60 60 60 60 6IIIIIIIIIN 0 60 8th Grade 0 0 60 60 60 60 60 9th Grade 0 0 0 0 0 0 0 loth Grade 0 0 0 0 0 01 0 11th Grade 0 0 0 0 0 0 0 12th Grade 0 0 0 0 0 0 0 Total Students (FTEs) 285 370 455 480 630 630El IIIIIIIIN # of School Busses 1 1 2 21 3 3 It should be noted that the proposed charter school is anticipated to replace an existing school that has 490 students (kindergarten through 12 grade). Site Flan and Layout The new school will utilize existing facilities; the site can be seen in figure 2-1. Access Geometrics There will be two accesses to the development; these accesses will be labeled the west access and the Todd Way Access; see Figure 2-1. Development Phasing and Timing No phasing is anticipated for this study; buildout will be considered 2020. CHAPTER 3: Figure 2-1: Proposed Development and Accesses STUDY AREA AREA OF INFLUENCE AND TRAFFIC IMPACT This study will analyze the impacts at the two (2) access points identified on Figure 2-1. EXISTING LAND USE The existing land use will not change with this charter school. All land use and planning for this site are to be governed by Meridian City and Ada County Highway District codes and plans. ANTICIPATED FUTURE DEVELOPMENT This study will only determine the impacts of the Charter School. No other developments were analyzed in this study. SITE ACCESSIBILITY There will be two accesses to the development; these accesses will be labeled the west access and the Todd DVay Access; see Figure 2-1. CHAPTER 4: ANALYSIS OF EXISTING/BACKGROUND CONDITIONS of existing conditions includes the existing geometry of the road and the existing The analysis traffic volumes. (no improvements performed). PHYSICAL CHARACTERISTICS ROADWAY CHARACTERISTICS Cherry Lane is a major roadway that runs adjacent to the charter school. The roadway has four (4) 12 foot lanes (two (2) eastbound and two (2) westbound) and 12 foot two-way left - turn lane (TWLTL). For this study, the mile road segment between Ten Mile Road and Linder will be analyzed. INTERSEGTION CHARACTERISTICS There will be two (2) intersections analyzed in this study, they are. 1. Cherry Lane/Todd Way 2. Cherry Lane/West School Access TRAFFIC CONTROL DEVICES For the roadway analysis, the mile road segment will include two (2) traffic signals. For the intersections, the major roadway is Cherry Lane with Todd Way and the West School Access being the minor roads. The intersections are considered "minor road only stop control" which means that the lower traffic road is controlled by a stop sign. PEDESTRIAN/BICYCLE FACILITIES Pedestrian facilities already exist for the existing school. As can be seen from the image below there are currently sidewalks on both sides of Cherry Lane with a mid -block crossing equipped with a HAV K light. 5 Figure 4-1: Existing Pedestrian Crossing TRAFFIC VOLUMES FOR EXISTING CONDITIONS The traffic volumes within the study area are broken segment/lane traffic volumes, intersection traffic volumes, dawn into three (3) categories, counts on Cherry Lane were provided by the highwa district d Add tiopedestrlan volumes. Traffic 2019 traffic movements and pedestrian traffic were recorded by Fors en Associates ly, in December of tese wo sets of data will be used together to establish reasonable traffic nd turningmvements for this study. For documentation used in determining the existing traffic volumes, see Appendix A LEVEL OF SERVICE (LOS) FOR EXISTING UUNDITIONS The LOS for both the roadway segment and the two (2) site intersections will be determined. SEGMENT LOS By consulting the Highway Capacity Manual (HCM), it has been determined that this roadway can be considered a Suburban Class II roadway. Using the methods and variables outlined in the HCM, the Eastbound AM and PM Peak Hour LOS and the Westbound AM and PM Peak Hour LOS can be calculated. In order to determine the LOS, the total delays, nn ruing time, travel time, and travel speed need to be calculated. Additionally, the capacity for Cherry Lane was calculated to be 1620 vehicles per hour using two (2) lanes, a saturated flow of 1800 vehicles per hour, and an effective green time of 0.45. SEGMENT TRAFFIC VOLUMES The segment traffic data was provided by the highway district. The data provided shows that counts were performed near the intersections of Cherry Lane/Linder Road and Cherry Lane/Ten Mile Road. These counts are broken down by hour in both the east and west direction. For this study, the data provided between 8100 am and 9:00 am (AM Peak Hour) and between 3 *00 pm and 4:00 pm (PM Peak Hour) will be used to determine the segment LOS. Additionally, counts were collected over a two (2) day period at each location; these counts will be averaged. Lastly, since the proposed charter school is centered between the two (2) traffic count locations, the average two (2) day counts for each location will be averaged with each other. The results of these calculations are "shown in the following table. Table 44: Cherry Lane AM and PM Peak Hour Volumes AM Peak Hour Volumes East 709 65% West 387 35% Total 1,1095 PM Peak Hour Volumes East 615 45% West 747 55% Tota I 1362 PM Peak Hour Volumes East 615 45% West 747 55% Tota I 1362 Table 4-2: Cherry Lane Eastbound AlVI Peak Results AM Peak Hour Total Delay per Signal # of Signals Total Delays, d Running Time, TR Travel Time, ST Travel Speed, SA Los Eastbound Z5.50 2.00 31.00 90.00 sec/mile (3600 sec per hour/40 miles per hour) 121.00 seconds, using40 mph FFS 29.75 mi/hr LOS B Using HCM Exhibit 15-2 Table 4-3: Cherry Lane Eastbound Pld�i Peak Results PM Peak Hour Total Delay per Signal # of Signals Total Delays, d Running Time,TR Travel Time, ST Travel Speed, 5A Eastbound 14.77 2.00 29.55 90.00 sec/mile (3600 sec per hour/40 miles per hour) 119.55 seconds, using 40 mph FFS 30.Z1 mi/hr LOS B lasing HLIVI Exhibit 1.3Mf Table 4-4: Cherry Lane Westbound AM Peak Results AM Peak Hour Total Delay per Signal # of Signals Total Delays, d Running Time, TR Travel Time, ST Travel Speed, SA I.OS Westbound 13.27 2.00 26.54 90.00 sec/mile (3600 sec per hour/40 miles per hour) 116.54 seconds, using 40 mph FFS 30.89 mi/hr LOS B Using HCM Exhibit 15-2 F� Table 4-5: Cherry Lane Westbound PM Peak Results PM Peak Hour Total Delay per Signal # of Signals Total Delays, d Running Time, TR Travel Time, ST Travel Speed, SA 10 Westbound 15.81 2.00 31.62 90.00 sec/mile (3600 sec per hour/40 miles per hour) 121.62 seconds, using 40 mph FFS 29.60 mi/hr LOS B Using HCM Exhibit 15-2 EXISTING CONDITIONS CHERRY LANE SEGMENT LOS RESULTS For both the eastbound and westbound traffic the LOS results in a LOS of Be which is within an acceptable LOS range. The following four (4) tables show the results of the AM eastbound and westbound and PM eastbound and westbound calculations. INTERSECTION LOS In order to calculate the LOS for an intersection, the delay time is calculated. In order to calculate the delay time, the computer traffic modeling software Synchro was used. The existing traffic volumes and movements for the two (2) intersections within the study area were entered into the traffic model. The traffic model calculates two results; an average intersection delay time and an individual turning movement delay time. In Exhibit 17-22, of the Highway Capacity Manual (HCM), the delay time and its correlating LOS are given. These correlating values are: ➢ LOS A: 0-10 seconds per vehicle ➢ LOS B: 10-15 seconds per vehicle i LOS C: 15-25 seconds per vehicle LOS D: 25-35 seconds per vehicle ➢ LOS E: 35-50 seconds per vehicle ➢ LOS F: 50+ seconds per vehicle The peak hour flows were entered into the traffic modeling software to determine the overall LOS and the LOS for each turning movement. As a result, the software generates a report for each intersection for each peak hour. A complete copy of these reports can be seen in Appendix B of this report. A portion of the report for each intersection and peak hour is shown and discussed in the following sections. INTERSECTION TRAFFIC VOLUMES In addition to the segment/lane traffic counts, visual traffic counts were used to determine the turning movements at the two (2) study intersections identified on Figure 2-1. The traffic volumes used in this study for the 2020 Horizon Year are represented in the following tables and figures. Table 4-6: Cherry Lane/Todd Way AM Peak Hour Turning Movement Volumes Northbound Soutlibound Eastbound Westbod t Total Vehicle Type Left Thru Right Left Thru tr Thru Thru!12t7ftj Thm Passenger 10 1 164 25 0 27337 337 184 184 22 1313 eavy Vehicle 1 19 1 1 18 18 10 10 1 73 Total 11 2 173 26 1 28 5 355 35519411941 23 11386 Table 4=7: Cherry Lane/West School Access AM Peak Hour Turning Movement Volumes Northbound Vehicle Type Left Right WestboFhru Total ThLeft "337128 Thru Passenger Heavy Vehicle 2 0 2 0 33 18 18 7 59 1 184 10 184 10 1234 63 Total 2 2 355 355 135 1 60 1 194T 194 1297 Figure 4-2: AM Peak Hour Turning Movement Volumes Table 4-S: Cherry LanelTodd Way PM Peak Hour Turning Movement Volumes Northbound Suthbound Eastbound westbound Total Vehicle Type Left Thru Left Thru Ri ht Left Tbru Thru t Left T t Passenger 12 0 104F 0 27 27 293 293 9 6 355 355 37 1541 Heavy Vehicle 1 1 5 1 1 1 15 15 0 1 19 19 2 83 Total 13 1 109 25 1 28 28 308 308 9 7 374 374 39 1624 0 Table 4-9: Cherry Lane/West School Access PM Peak Hour Turning Movement Volumes Vehicle Type Northbound Eastbound Westbound Total Left R i bt Thru Thru t Left Thru Thru Passe n e r 4 6 293 293 37 25 355 355 1367 Heavy Vehicle 0 0 15 15 2 1 19 19 72 Total 4 6 308 308 39 26 374 374 1439 Figure 4-3: AM Peak Hour Turning Movement Volumes PEDESTRIAN VOLUMES The pedestrian volumes were collected to aid in the traffic model. These volumes are inputted in as conflicting pedestrians. The counts show: • AM Peak o Cherry Lane/Todd Way ■ Crossing Cherry Lane: 40 Pedestrians 11 Crossing East Access: 7 Pedestrians o Cherry Lane/West School Access ` Crossing West Access: 20 Pedestrians • PM Peak o Cherry Lane/Todd Way Crossing Cherry Lane: 73 Pedestrians Crossing East Access: 17 Pedestrians o Cherry Lane/West School Access Crossing West Access: 81 Pedestrians CHERRY LANEITODD WAY INTERSECTION AM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 3.0 seconds. However, it should be noted that the northbound left turn delay is 18.8 seconds with a LOS of C and the southbound left turn delay is 25 seconds with a LOS of D; see the following table. Table 4=10: Cherry Lane/Todd Way AM Peak Hour Delay Times and LOS EB wo Ng SB �1 . 25 HCM Control Delay; s 0.1 0.3 18.8 HCM LOS C D Mono` LanerlVtap r Mvmt NBLrt Er L EBi fi6R WBL WBT 23 WBRS8 Capadty (vehfi) 460 1031 - 770 239 HCM Lane VIC Rath 0.44 0.005 - - 0.01 - - 0.25 HClControl Delay (S) 18.8 6.5 0 - 9.7 C.1 25 HCM Lane LOS C A A - A A - D HCIA 95th `Mlle 0(veh) 22 0 - 0 - - 1 CHERRY LANEITQDD WAY INTERSECTION PM PEAK1HUa Rase delay time of 2.0 Overall the intersection is operating at a LOS of A w g seconds. However, it should be noted that the northbound left turn delay is 18.7 seconds with a LOS of C and the southbound left turn delay is 43.6 seconds with a LOS of E; see the following table. Table 4-11: Cherry Lane/Todd Way PM Peak Hour Delay Times and LOS HCM Control Delay, s 0.7 � Lane�Ma r tl4vmt MSLs►1 EEC Ca acl veh/h 39� 725 HCM Lane V/C Ratio 0.338 0.042 HCM Control Delay (s) 18.7 10.2 HCIA Lane LOS C B NGM 95th Vale Q(veh) 1.5 0.1 CHERRY LANE/WEST Ng Sp El�� YiiBL wl� t' w saL.n t - 0.009 - - 0.391 0.3 - 9.3 0.1 - 416 -A _ A A - E 0 1.7 SCHQOL ACCESS INTERSECTION AM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 0.6 seconds. However, it should be noted that the northbound left turn delay is 15.5 seconds with a LOS of C; see the following table. 11 Table 44.2: Cherry Lane/West School Access AM Peak Hour Delay Times and LOS vLA1Uw ueiay. 5 HCM LOS Mwmt Capacity (vehfi) M Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th Wile 0(veh) CM i5.5 C 712 0,013 15.5 - 10.6 C - _ B 0 - 0,3 CHERRY LANE/WEST SCHOOL ACCESS RESULTS INTERSECTION PM PEAK HOUR Overall the intersection is operating at a LOS of A with an averag a del seconds. The following table w shos following table, time f 03 ay o. the results of the model for the PM Peak; see the Table 4-13: Cherry Lane/West School Access PM Peak Hour Delay Times and LOS HCM Control Delay, s HCM LOS EB we Ne u u.ti 138 B ffiinor Lane�M�or Mvmt NgLn1 EBT E_BR WBL WBT Capacity (vehm) 418 .... - 851 HCM Lane V/C Ratio 0.026 - - 0.033 - HCM Control Delay (s) 13.8 HCM Lane LOS B _ _ A -A HCM 95th 9'otile Q(veh) 0.1 001 vr EXISTING CONDITIONS SUMMARY With the current traffic volumes, the two (2) intersections are operating at acceptable LOS levels except for the PM Peak Hour southbound left turn movement which has an LOS of E. EXISTING CONDITIONS MITIGATION MEASURES With the current traffic volumes, the two (2) intersections are operating at acceptable LOS levels except the southbound traffic on Todd Way. Additional lanes were added into the traffic model but the results of additional lanes had minimal effects on the delay and LOS. This is due to the high amount of thru traffic on Cherry Lane. In order to improve the southbound traffic to an acceptable level, a traffic signal 'is warranted. 1� CHERRY LANE/WEST SCHOOL ACCESS INTERSECTION TRAFFIC SIGNAL MITIGATION MEASURES RESULTS Overall, if a traffic signal is installed, the intersection is operating at a LOS of B with an average delay time of 13.4 seconds. Table 444: Cherry Lane/Todd Way Traffic Signal Mitigation Measures Delay Times and LOS Approach Vol, veh1h 710 863 133 58 Approach Delay, s/veh 12.5 14.5 1109 10.3 Approach LOS 6 0 8 B Tarter 1 2 v 4 5 6 7 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 210 27.0 23.0 27.0 Change Period (Y+Rc), s 445 4.5 0 4.5 Max Green Setting (Gmax), s 18.5 22,5 18.5 22.5 Max 0 Clear Time (g,�c+11), s 544 103 2.7 13.1 Green Ext Time (p_c), s 01 7.5 0.8 6.3 Interseaw Summaq HCM 2010 Ctrl Delay 1304 iHGM 2010 LOS B '[ 3 CHAPTER 5: PROJECTED TRAFFIC PROJECTED SITE TRAFFIC The projected site traffic is the traffic that is generated as a result of the development. TRIP GENERATION As stated previously, the school is anticipated to have 630 students. The proposed school is planned to replace an existing school with 490 students. These students will be arriving at the school by means of vehicles, buses, and walking. In order to determine how many vehicles will be entering and exiting the school, the amount of students on buses and walking need to be determined BUSES It is anticipated that there will be three (3) buses. It is assumed that there will be 50 students on each bus. In total, this study will assume that out of the 630 students, 150 of these students will be transported to the school by bus. WALKING Pedestrian counts were collected in December of 2019. With the data collected, it is unknown how many pedestrians were walking to school. For this study, it is assumed that 50% of the pedestrians counted in the morning were walking to school. There were a total of 68 pedestrians; therefore, it will be assumed that 34 students walk to school VEHICLES By determining that 150 students will get to school on buses and that 34 students will walk, it is calculated that out of the 630 students, 446 students will get to school in a vehicle. Using the 7�' Edition Trip Generation Manual developed by the Institute of Transportation Engineers, the forecasted traffic volumes can be established. The following table shows the land use, intensity, a total traffic volume generated, entering and exiting volumes for the p.m. peak generated by the development for each phase Table 5-1: Trip Generation Table Land Use Time # of Students # of Students # of Students using Buses Walking Private School K-12 (536) AM 630 150 34 Private School K-12 536 PM 630 150 34 Private School (K-12 ee 536 Wkda 630 150 34 # of Students using Vehicles 446 446 446 It should be noted that the bus trips were added to the total trip amounfis. Tri p Generation 0.79 0.55 2.48 Total Trips 355 248 1--,I 14 the net difference in trips Additionally, since this school will be replacing an existing school,From the 2008 Traffic Study between the two (2) schools will be considered the site traffic. in Appendix C}, the forecasted for the existing Compass School (the study is provrd PP an acts of the school are shown in a table exported form the study; see the following figure. P Table 5-2: Compass School (Existing School} Trip Generation Table from 2008 Study fan. K-12 School Table � Site -generated Traffic No. Students (R��nded) IVew Trias/�ay a 2'I 5 AM PH Trips 38S RNf RH Trigs F�Zt. As can be seen in comparing Table 5-1 and Table 5-2, with the students using buses and walking se for the proposed school. The AM peak hour traffic to the school, the trips will actually decrea All decrease from 385 to 355 trips per hour, the PM peak hour traffic will decrease from 270 to ly trips will decrease from 1,215 to 1,112 trips per day. The 248 trips per hour, and the dal decrease in traffic can be seen in the following table. land Use Private School Private School (K-12) (5 Private School (K42) (5 Table 5-3: Net Difference Trip Generation Table rVehicles f Students Proposed 7 # of Students # of Students Trip],,, rip School Time # of Students using Generation using Buses Walking Total Trip: AM PM 630 630 630 0 0 0,79 0.55 2.48 355 u� 1112 Compass Total Trips (2008 TRIP DISTRIBUTICIN It is assumed that the trips generated by the school will follow the trip dintribu boon vale presented by the Institute of Transportation Engineers Tnp Generation 7 Edi following table shows these values. 1s Table 5-4: Trip Distribution Table Land Use Time # of Students Students Trip using Generation Total Trips Entering Exiting Vehicles Private School (K-12) 536 AM 630 446 0.9 Private School K-12) (536) plVi fi30 -30 61% -18 39% _I 446 0.55 -22 41% -9 59% 43 Private School (K42) (536) Weekday 630 446 2•48 403 50% -52 50% -52 MODAL SPLIT Modal split is the determination of different travel modes (automobile, heavy vehicles, walk etc.) from an origin to a given destination. This study will use a standard model split for heavy vehicles of 2% and that 34 students (see Chapter 4) will walk to and from the school. TRIP ASSIGNMENT This study will use the current traffic data to help determine trip assignment. From the visual traffic counts performed, the same percentages will be assigned to the trips generated from the proposed school, . PROJECTED THROUGH/PASS-BY TRAFFIC (EACH HORIZON YEAR} Pass -by trips are made as an intermediate stop from an origin to a destination without a route diversion. A private school is not considered a land use that has through/pass by traffic and will not be analyzed in this study. 16 Normal CHAPTER 6: 2020 HORIZON YEAR (BACKGROUND PLUS SCHOOL TRAFFIC This chapter will take the existing/background conditions and add the impact of the im° act of should be noted that the proposed charter school will replace an existing schoolene The b the the proposed charter school is the difference between the existing traffic g y existing school and the proposed trips generated by the proposed school. Within he study area there is one (1) roadway segment (Cherry Lane from Ten Mile Road to Linder Road) and two (2 ) intersections. The intersections are: 1. Cherry Lane/Todd Way 2. Cherry Lane/West School Access ROADWAY SEGMENT CHERRY LANE) The same methods and procedures used to determine the LOS for the existing conditions will be used. The projected traffic from the school will be added to the existing conditions with the impacts noted. In total, -20 trips were added to the AM eastbound traffic, 10 trips to the AM westbound traffic, .10 trips for the PM eastbound traffic, and 42 trips for the PM westbound traffic. 2020 CHERRY LANE SEGMENT BACKGROUND PLUS inSCHOOL OOS of B; whi ell is within For both the eastbound and westbound traffic the LOSshowtheresults of the AM eastbound an acceptable LOS range. The following four (4) tables and westbound and PM eastbound and westbound calculations. Table 6-1: 2020 Cherry Lane Background plus School Eastbound AM Peak Results I Will ME AM Peak Hour Total Delay per Signal # of Signals Total Delays, d Running Time, TR Trave I Ti me, SIT rravel Speed, SA IV Eastbound 15.34 2.00 30.68 90.00 sec/mile (3600 sec per hour/40 miles per hour) 120.68 seconds, using 40 mph FFS 29.83 mi/hr LOS B Using HCM Exhibit 15-2 1� Table 6-2: 2020 Cherry Lane Background plus School Eastbound PM Peak Results irm 1'eaK Flour Total Delay per Signal # of Signals Total Delays, d Running Time, TR Trave I Time, ST Travel Speed, SA Eastbound 14.70 ZOO 29.40 90.00 sec/mile (3600sec per hour/40 miles per hour) 119.40 seconds, using 40 mph FFS 30.15 mi/hr Using HCM Exhibit 15-2 Table 6-3: 2020 Cherry Lane Background plus School Westbound AM Peak Results M Peak Hour - —_ ---- -- — — - Total Delay per Signal # of Signals Total Delays, d Running Time, TR Travel Time, ST Travel Speed, SA '.0S 13.21 ZOO 6,42 90.00 sec/mile (3600 sec per hour/40 miles per F 115.42 seconds, using 40 mph FFS 3).92 mi/hr L4S � Using HC��' �'xhibit 15-2 Table 6-4: 2020 Cherry Lane Background plus SchooY Wes�b®und AM Peak Result s PM Peak Hour Total Delay per Signal # of Signals Tota I Delays, d RunningTime, TR Travel Time, ST Travel Speed, SA Westbound 15.71 2.00 31.42 90.00 sec/mile (3600 sec per hour/40 miles per hour) 121.42 seconds, using 40 mph FFS 29.65 mi/hr LDS B lisiing HCM Exi�iblit 15-Z INTERSECTIC��9 LOS Using the sal�ae methods and techniques as for the existing traffic, the background traffic plus the site traffic will be added into the traffic model. The complete results of the models are located in Appendix B. 2CO >P0 �VI a ENSFCT'1019 TRAFFIC VOLUMES T`11e traffic volumes used in this study for the 2020 Horizon Year back ound traffi1 the site traffic are represented in the following tables and figures. c Pus Table 6-5: 2020 Cherry Lane/Todd Way Background plus School AM Peak Hour Turning Movement Volumes Northbound Southbound Vehicle:Yd Left Thru Ris ht Left Thru RiA Passen 10 1 154 25 0 27 Heavy Vehicle 1 1 $ 1 1 1 TIMMUNE otal 10 2 162 26 1 28 Eastbound Westbound Total Leftr355355 Riol it Left Thru Thru RjuI )t 4 10 5 184 184 22 1301 1 1 1 10 10 1 72 511111 NINE WIN 11 6 194 194 1 23 r 1373 Table 6-6: 2020 Cherry Lane/ west School Access Background plus School AM Peak Hour Turning Movement Volumes Vehicle Type Passenger Heavy Vehicle Tota I Northbound Eastbound Westbound Total Left Right Thru Thru Right Left Thru Thru 1 1 337 337 118 54 194 184 1216 0 0 18 18 6 1 10 10 62 1 1 355 355 124� L E 55 194 194 1279 Figure 6-1: 2020 Background plus School AM Peak Hour Turning Movement Volumes Table 6-7: 2020 Cherry Lane/Todd Way Background plus School PM Peak Hour Turning Movement Volumes vehicle Type Northbound Southbound Left Thru tffigrlit Left Thru Ri aIassen er 11 0 24 0 27 eavy Vehicle 1 1 1 1 1 Total 12 1 98 25 1 28 Eastbound bound t Left Thru Thru R ight Thru Ri t Total 27 293 293 355 37 1527 1 15 15 19 2 83 28 308 308 374 39 1610 Table 6-8: 2020 Cherry Lane/West School Access Background plus School PM Peak Hour Turning Movement Volumes Vehicle Type Passenger Heavy Vehicle Total Northbound Eastbound Westbound Left Ri t Thru Thru ht Left 'T>mi Thru Total 3" 5 293 293 33 22 355 355 1360 0 0 15 15 2 1 19 19 71 4 5 308 308 35 23 374 374 1431 Figure 6-2: 2020 Background plus School AM Peak Hour Turning Movement Volumes 2020 CHERRY LANEITODD WAY INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC AM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 2.8 seconds. All the other turning movements are operating at an acceptable level; see the following table. �a Table 6-9: 2020 Cherry Lane/Todd Way Background plus School AM Peak Hour Delay Tunes and LOS E6 VM Mo S8 HCM Control Delay, s 0.1 0 2 18.1 24.2 HCM LOS C C N1mps LaneifWj r jklmt NBLnl EBL EBT EBR WBL WST WBRSBLn1 Capacity (veh(h) 462 1031 - 771 - - 247 HCM Lane V1C Ratio 0.409 0.005 - - 0.008 - SIR 0.242 MA Control Delay (s) 18.1 8.5 0 9.7 0.1 24.2 HCM Lane LOS C ~ A A - A A C HCM 95th eMle Q(veh) 2 0 - 0 0.9 2020 CHERRY LANEITODD WAY INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC PM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 1.9 seconds. However, it should be noted that the southbound left turn delay is 42.1 seconds with a LOS of Fe see the following table. Table 6-10: 2020 Cherry LanelTodd Way Background plus School P1Vi Peak Hour Delay Tunes and LOS E9 WB N@ SB FHC 7MLO,S, trol Delay. s 0.7 0.2 18.2 42.1 C E Mvmt Capacity (veh�h) HCM Lane VIC Ratia HCM Control Delay (s) NCIA Lane LOS hCM 95th 04tile Q(veh) WtBT WBRCal nt N8Ln1 EBL E8T ESR WJBL 397 725 p- 0.308 0.042 - - 0.008 - - 0.381 18.2 10.2 0 3 9.3 U,1 42.1 _C -B A - -A A - E 0 - 1.6 2020 CHERRY LANEIWEST SCHOOL ACCESS INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC A1VI PEAK at auLOS Eof A with an average delay time of 0.6 Overall the intersection is operating seconds. All the other turning movements are operating at an acceptable level; see the following table. �1 Table 6-1I: 2020 Cherry Lane/West School Access Background plus School AM Peak Flour Delay Times and LOS wrn wanwi ueiay, s U HCM LOS Mgt NeLn1 Capacity (vehm) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th % ile Q(veh) 1.6 15,2 C �5b - - �t9 - 0.0( - - 0.083 - 15.2 - - 10.5 0.4 C - - 8 A 0 0.3 - 2020 CHERRY LANEIWEST SCHOOL ACCESS INTER PLUS SCHOOL TRAFFIC PM PEAK HOUR RESULTS SECTION BACKGROUND Overall the intersection is operating at a LOS of A with an average delay time of 0.3 seconds. All the other turning movements are operating at an acceptable level; see the 111 following table. Table b-12: 2020 Cherry Lane/West School Access Background plus School PM Pk Hour Delay Times and LOS ea an Ea we � HCM Control Delay, s 0 0.5 14 HCM LOS B Mi1V L8.n&-*Iw Mvmt NBLn1 EBT EQR W8L W8T Capacity (vehm) 408 - 854 HCM Lane VIC Ratio 0.024 - - 0.029 HCM Control Delay (s) 14 - 9.3 0.2 HCM Lane LOS g _ _ -A, A HCM 95th %tile Q(veh) 0.1 - - 0.1 - 2020 BACKGROUND PLUS SCHOOL TRAFFIC CONDITIONS SUMMARY Due to the implementation of buses and the number of walking students, the overall trip generation from the proposed school will decrease from the existing traffic. Even though the traffic decreases, the southbound traffic on Todd Way will still be a LOS of E during the PM peak hour. The main reason for the delays is the high traffic volume on Cherry Lane. All other turning movements are forecasted to operate at an acceptable LOS level. 22 2020 BACKGROUND PLUS SCHOOL TRAFFIC CONDITIONS MITIGATION MEASURES With the current traffic volumes, the two (2) intersections are operating at acceptable LOS levels except the southbound traffic on Todd Way. Additional lanes were added ninto OS traffic model but the results of additional lanes had minimal effects on the delay and Lthe This is due to the high amount of thru traffic on Cherry Lane. In order improve southbound traffic to an acceptable level, a traffic signal is warranted. 2020 CHERRY LANE/WEST SCHOOL ACCESS INTERSECTION TRAFFIG SIGNAL MITIGATION MEASURES RESULTS Overall, if a traffic signal is installed, the intersection will operate at a LOS of B with an average delay time of 13.4 seconds. Table 643: 2020 Cherry Lane/Todd Way Background plus School Traffic Signal Mitigation Measures Delay Tunes and LIDS 58 Approach Von, veh1h 7Ci 8 ,6 121 125 1411.7 10.7 . Approach Delay, slveh 8 B B Approach LOS B 2 1 rt 6 8 r E 8 2 �� Assigned Phs 27 0 2310 27.0 Phs Duration (G+Y+Rc), s 23.0 700 4.5 4.5 Change Period (Y+Rc,: s .5 18.5 22.5 18.5 22.5 Max Green Setting (Gmax), ISi0 6 3.3 13 'Max 0 Clear Time ig, c+11 j. s 5. - Green Ext Time (p 0, Is0.8 7.5 0.8 6.3 intersection Summ-arY 13.4 WINE IIIII III iiiiiiiii NOW iiii III I WIN III HCIA 2010 Ctd Delay HCi 2010 LOS 8 m CHAPTER 7: PLUS SCHOOL 2040 HORIZON YEAR TRAFFIC ANALYSIS (BACKGROUND TRAFFIC This chapter will take the 2040 background conditions and add the impact of the school. If should be noted that the proposed charter school will replace an existing school. The im act of the proposed charter school is the difference between the existing traffic enerated by theexisting school and the proposed trips generated by the proposed school. It should be noted that the site traffic from the school does not increase for the 2040 Horizon Year but the background traffic does increase. Within the study area there is one 1 roadway se Ten Mile Road to Linder Road) and two (2) intersections. The int grnent (Chevy Lane from ersectons are: 1. Cherry Lane/Todd Way 2. Cherry Lane/West School Access ROADWAY SEGMENT (CHERRY LANE The same methods and procedures used to determine the LOS for the 2020 Horizon Year will b ill be added to the 2040 background conditions used. The projected traffic from the school w with the impacts noted. A map was provided by the highway district showing the forecasted traffic for the 2040 Horizon Year; see the following figure extracted from the map and Appendix D for the total map. PP W �I w =F7 MEE30 luxi isIVC0 193 i , U17{ 7?i?z 1431 A � Figure 7-l: 2040 Forecasted Background Traffic 3899C L' ' f 2040 CHERRY LANE SEGMENT BACKGROUND PLUS SCHOOL LOS RESULTS The following tables represent the forecasted LOS for 2040. There is a decrease in travel speed but the results are projected to be at a worst case LOS of C in the AM eak hour eastbound traffic direction and in the PM peak hour westbound traffic direction P 24 Table MOP 2040 Cherry Lane Background plus School Eastbound AM Peak Results AM Peak Hour Total Delay per Signal # of Signals Total Delays, d RunningTime, TR Travel Time, ST Travel Speed, SA LOS Eastbound 2s.os 2.00 52.09 90.00 sec/mile (3600sec per hour/40 miles per hour) 142.09 secondsusing 40 mph FFS , 25.34 mi/hr LDS C Using HCM Exhibit 15-2 Table 7-2: 2040 Cherry Lane Background plus School Eastbound PM Peak Results PM Peak Hour Total Delay per Signal # of Signals Total Delays, d Running Time, TR Travel Time, ST Travel Speed, SA MOS Eastbound 15.35 2.00 30.71 90.00. sec/mile (3600 sec per hour/40 miles per hour) 120.71 seconds, using 40 mph FFS 29.82 mi/hr LOS B Using HCM Exhibit 15-2 Table 7-3: 2040 Cherry Lane Background plus School Westbound AM Peak Results AM Peak Hour Total Delay LOS Westbound 13.71 2.00 27.42 90.00 sec/mile (3600sec per hour/40 miles per hour) 117,42 seconds, using 40 mph FFS 30.66 rni/hr LOS B Using HCM Exhibit �.5-2 25 Table 74: 2040 Cherry Lane Background plus School Westbound AM Peak Results PM Peak Hour Westbound Total Defay per Signal # of Signals Total Delays, d RunningTime, TR Travel Time, ST Travel Speed, SA 33.28 2.00 6156 90.00 sec/mile (3600 sec per hour/40 miles per hour) 151.56 seconds, using 40 mph FFS 22.99 mi/hr LOS C Using HCM Exhibit 15-2 INTERSECTION LOS Using the same methods and techniques as for the 2020 Horizon Year The complete results of the models are located in Appendix B. 2Q4Q INTERSECTION TRAFFIC VOLUMES The traffic volumes used in this study for the 2040 Horizon Year background traffic plus the site traffic are represented in the following tables and figures, Table 7-5: 2040 Cherry Lane/Todd Way Background plus School AM Peak Hour Turning Movement Volumes Vehicle Type Northbound Southbound Left Thru t Left Thru ' Passenger 10 1 154 25 0 27 Heavy Vehicle 1 1 8 1 1 1 Total 1 10 1 2 162 26 1 28 Eastbound W estbound Left Thru ?'hruZkOwIlt Left 112TJ Thru ,ht Total 4 698 698 10 5 218 218 22 2089 1 37 37 1 1 11 11 1 113 5 735 735 11 6 230 230 23 2203 Table 7-6: 2040 Cherry Lane/West School Access Background plus School AM Peak Hour Turning Movement Volumes Vehicle Type Northbound Left Iti�li Eastbound Thru Thru Ri Passenger 2 2 698 698 Heavy Vehicle Q 0 37 37 Total 2 2 735 735 Westbound Left Th�ru Thru Total 128 59 218 218 2023 7 1 11 11 104 135 60 230 230 2127 2� Figure 7-2: 2040 Background plus School AM Peak Hour Turning Movement Volumes Table 7-7: 2040 Cherry LanelTodd Way Background plus School PM Peak Hour Turning Movement Volumes Table 7-8: 2040 Cherry Lane/West School Access Background plus School PM Peak Hour Turning Movement Volumes Figure 7-3: 2040 Background plus School AM Peak Hour Turning Movement Volumes 2040 CHERRY LANEITQDD WAY INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC AM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 5.1 seconds. However, it should be noted that the northbound and southbound left turn movement is failed with a LOS of F; see the following table. Table 7-9: 2040 Cherry Lane/Todd Way Background plus School AM Peak Hour Delay Times and LOS O NNI HCM LOS r Id►vmt Capaciiy (vehJh) HCM Lane V/C Ratia HCM Control Delay (s) HCM Lane LOS HCM 95th Wile Q(veh) 0 Gl u.z Q.4 191.E 178 F F tvBlnl E8L FAT EBR WBL WBRSBtni 0.985 0.006 - - Q,017 - - 0.870 111.E 8.7 C+.2, 0 14.8 0.� 178 F A A t. B A - F t3.z o 01 4.2 204Q CHERRY LANEITODD WAY INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC PM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 2.3 seconds. However, it should be noted that the northbound left turn movement has a LOS of E and southbound left turn movement is failed with a LOS of F; see the following table. Table 740: 2040 Cherry Lane/Todd Way Background plus School PM Peak Hour Delay Times and LOS V�B ,:p HW Contra! Dewy. s 1.fi b.5 41.fi HCM LOS E $ 577.7 F tt'ina# UUMIY10ior MYrnt NBL011 ESL E6T E'3R VY9L YVBT 4MBR $BLn Capacity (veWh) 214 384 788 - - 35 CI Lane Lane V/C Ratio 0,564 0.084 - - 0,008 - 1.67 HChit Control Delay (s) 41.5 15.8 1 - 9k 0.5 z 577.7 iCM Lane LOS E C A - A A - F iChr 95th 9W'e Uveh) 3.1 0.3 - - 0 - 614 Volume exceeds capacity $: Delay exceeds 300E +; Gomputatbn hlol Defined `: All major volume in platoon 2040 CHERRY LANEII�VEST SCHOOL ACCESS INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC AM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 0.8 seconds. However, it should be noted that the northbound left turn movement has a LOS of D; see the following table Table 7-11: 2040 Cherry Lane/West School tAccess Background plus School AM Peak Hour Delay Times and LOS :HCrvi Control Delay_, s 0 3.8 29.5 HCIA LOS D Mirror tsf Lni EST EBR VtVBL VVBT Capacity (veIA) 151 - 343 HCM Lane VIC Ratio 0.029 - _ 4.19 HGIA Control Delay (s) 29.5 - 17.9 109 HCM Lane LOS D - - C A HCM 695th %tile C(veh) 0.1 - -0.7 - 2040 CHERRY LANEJWEST SCHOOL ACCESS INTERSECTION BACKGROUND PLUS SCHOOL TRAFFIC PM PEAK HOUR RESULTS Overall the intersection is operating at a LOS of A with an average delay time of 0.3 seconds. All the turning movements are operating at an acceptable level; see the following table. Table 7-12: 2040 Cherry Lane/West School Access Background plus School PM Peak Hour Delay Times and LOS EB HCM Control Delay, s 0 HCM LOS nor Lalte�MB-Or Mvmt Capacity (vetVh) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) YIfB NB 10001040111 1.6 182 C 1BLn1 EHT EBR tM6t. W8T 284 & 797 0.038 - - 0.t)35 - 18.2 - - 9.7 1.5 C - - A A 0.1 01 2040 BACKGROUND PLUS SCHOOL TRAFFIC CONDITIONS SUMMARY It can be seen that the intersection of Cherry Lane and Todd Way is forecasted to fail with the 2040 background plus school traffic. It should be noted that the intersection is forecasted to fail with or without the proposed charter school. The main reason for the delays is the high traffic volume on Cherry Lane. All other turning movements are forecasted to operate at an acceptable LOS level. 2040 BACKGROUND PLUS SCHOOL TRAFFIC CONDITIONS MITIGATION MEASURES With the current traffic volumes, the two (2) intersections are operating at acceptable LOS levels except the northbound and southbound traffic on Todd Way. Additional lanes were added into the traffic model but the results of additional lanes had minimal effects on the delay and LOS. This is due to the high amount of thru traffic on Cherry Lane. In order to improve the southbound traffic to an acceptable level, a traffic signal is warranted. 2040 CHERRY LANE/WEST SCHOOL ACCESS INTERSECTION TRAFFIC SIGNAL MITIGATION MEASURES RESULTS Overall, if a traffic signal is installed, the intersection will operate at a LOS of B with an average delay time of 17.3 seconds. Table 743: 2020 Cherry Lane/Todd Way Background plus School Traffic Signal gation Measures Delay Times and LOS approach Vol, vehlh 790 1846 121 58 Approach DelaysJveh 9.9 20.0 25.5 22.9 Approach LOS A C C C Timer 2 3 4 5 6 7 8 Assigned Phs 2 q 6 8 Phs Duration (G+Y+Rc), s 23.0 52.0 23.0 52,0 Change Period (Y+Rc), s 4.5 4,5 4.5 4.5 Max Green Setting (Gmax), s 18.5 475 18.5 47.5 Max 0 Clear Time (g_c+11), s 7$41.5 4A 3553 Green Ext Time (p_c), s 0.7 5.5 0.8 10.7 Inkmecboa Summary HCM 2010 Ctrl Delay 173 HCM 2010 LOS Ci �o k s CHAPTER 7: CONCLUSIONS The purpose of this study is to determine the impact that a proposed school has on the roadway students walking to network. It was determined that with the implementation of buses and will decrease from the current school traffi school, the impacts to the roadway network However, a traffic study was performed to analyze the roadway network for the 2020 and 204 noted that the enrollment for the current charter Horizon Years. It should be school has increased from. 490 students in 2008 to 600 students today. This number is in line with the 630 students proposed by the new school. It can be seen in this study that the northbound and the southbound traffic at the intersection of Cherry Lane/Todd Way will fail with or without the proposed school. For the 2020 Horizon Year the maximum delay is 42.1 seconds for just the southbound traffic. However, as traffic increases from the 2020 Horizon Year to the 2040 Horizon Year, the delay times increase immensely to a failed LOS for both the northbound and southbound traffic. Pedestrian facilities for this facility appear to be adequate. CHAPTER 8: RECOMMENDATIONS } It is the recommendations of this study that no improvements are required to meet the impacts from the proposed school. It is also the recommendations of this study that a traffic signal could Hon Year to meet projected background traffic volumes at the be warranted before the 2040 Ho Todd way intersection based on failure of the intersection for North/South traffic. It should be further noted though that a traffic signal at that intersection could improve the LOS for Todd Way traffic, the LOS of service on Cherry Lane would likely go down. No improvement to pedestrian facilities is recommended. 31 32 �J CVoun t t vwcki �S q1 j , r� Project too �3i Owner 1 Project BY PAiommr� Feature Chk'd By r 41 Irp/ Date )2�J z4r�rj Date 'moject No. G {nerrvn L� at• kChkld Date By Date , �r 1 tAAA F�tutJ t— A' 1 woo� / 0 --," "1 I 1 F� 3 i Project No. ref womo i .r- W � •w a 0 � ��►) Now+/' ypn �2 ' I' `c — �• -••- - i_ I ! `' ^ •Poll lilt . i ,� ,� - r.. _ - - -';G - �'e'sfi:imea �.g;" ; _i"_'_' y":._:'_':� ,�_.—'-- r 1► '.w ik ,g_ ! :.� ;1'X i '� ;� .� •� X w ' 1 Q. I -S `, _ t.i .iy..._.. 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'� !9 ,� x i i 4 p qq ,U_a�.__( IN ..• 1� .. •$ �� G ,p • I •i3 .K ' I• .� • IN TN ,. C ... •p--,C-�� IPi Ii3OIL.! 1—.�.'�, 'iJ_ g ® .0 '� p1 i I _ 4.. g;Fi A I f 'f `5 ..',�.;a.,�_ i�. $ i Itstight ,� �`..�.... 9 ,g r I JhI A CIO g.we I* . _s. s- 5 ;� _ Mot ' _ W 5 .. 'r `g �.a .4 w Mg Milk r . N .:C ,x .e .=!? >± n . X 5 .:r n !m ,s .`� .g APPENDIX B: TRAFFIC MODEL RESULTS 33 Cherry Lane/Todd Way 2020 AM Peak Hour Results �ntersecti Int Delay, s/veh 3.7 — — - Fc3L CE31 FB btu i !IJBT '►NBA NB! Ml3'+ �IBR SBL S@T Lane Configurations 1'�' - Traffic Vol, veh/h 5 710 12 7 388 23 11 2 173 26 Future Vol, veh/h 5 710 12 7 388 23 11 2 173 26 1 28 Conflicting Peds, #Ihr 40 0 40 40 0 40 7 0 7 7 n 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length - _ _ - _ - - Veh in Median Storage, # - 0- Grade, % 0 - 0 - _ 0 Peak Hour Factor 92 9 0 - Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 772 13 8 422 25 12 2 188 28 ConflictingFlow All 487 0 0 825 0 0 1064 1332 440 ' 895 1326 271 --- -- - _--- ------ Stage 1 - 829 829 - 491 491 Stage 2 - - - 235 503 404 835 Critical Hdwy 4,14 - 4.14 - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Sig 1 - - - - - - 6.54 5.54 - 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 - 6,54 5,54 Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1072 801 177 153 565 235 154 727 Stage 1 - - - _ - 331 383 - 528 546 Stage 2 - 747 540 - 594 381 Platoon blocked, % _ - Mov Cap-1 Maneuver 1031 770 158 138 540 142 139 695 Mov Cap-2 Maneuver - - - - - - 158 138 - 142 139 Stage 315 365 - 503 518 Stage 2 - - - - - - 698 512 - 379 363 HCM Control Delay, s 0.1 0.3 HCM LOS 18.8 2U ------ -—-------- �_ _-- C D Capacity (veh/h) 460 1031 -- - 770 - 239 - �- - ------ - -- HCM Lane V/C Ratio 0.44 0,005 - - 0201 - P 0.25 HCM Control Delay (s) 18.8 815 t! 9*7 0,1 HCM Lane LOS C A A - A A - D HCM 95th %tile Q(veh) 2.2 ,j - I Cherry Lanemest Access �n)n ANA Peak Hour Results {ntersection it Delay, slveh 0.7 C,1r vp�; EBT kBR 4'dBL W8T NBL NBR __. Lane Configurations Traffic Vol, veh/h 710 135 60 388 2 2 Future Vol, veh/h 710 135 60 388 2 2 Conflicting Peds, #/hr 0 20 20 0 20 20 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - - 0 ` Veh in Median Storage, # 0 0 0 Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 772 147 65 422 2 2 _..- Conflicting Flow All �r 0 0 939 0 1227 500 Stage 1 - 866 Stage 2 - - - - 361 - Critical Hdwy 4.14 - 6.84 6.94 Gritical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg - 5.84 Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot CapA Maneuver - 726 - 171 516 Stage 1 - - - - 372 Stage 2 676 Platoon blocked, % - - - Mov Cap-1 Maneuver - 4 712 - 145 497 Mov Cap-2 Maneuver - - - - 266 - Stage 1 365 Stage 2 - - - - 584 HCM Control Delay, s ^ C1.8 15.5 HCM LOS C _ Ei3 i FEAR W5L Capacity (vehlh) 347 - - 712 - HCM Lane V/C Ratio 0.013 - - 0.092 - HCM Control Delay (s) 15.5 - 10.6 0.5 HCM Lane LOS C - - B A HCM 95th %tile Q(veh) ii 0.3 Cherry Lane/Todd Way 2020 PM Peak Hour Results �ieraection Int belay, s/veh- -- - -31 Lane Configurations Traffic Vol, veh/h 28 616 7 748 39 13 1 109 25 1 1� Future Vol, veh/h 28 616 9 7 748 39 13 1 109 25 1 28 Conflicting Peds, #/hr 40 0 40 40 0 40 7 0 7 7 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None None Storage Length _ _ - - _ - None Veh in Median Storage, # 0 tf m Grade, % _ 0 _ _ 0 0 - 0 Peak Hour Factor 92 o 0 tl� 92 9) r� �; �l✓ r�,, d,, �, Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 30 670 lio 8 813 42 1 1 118 27 i 10 :L__ ;i ;i,•. , f,!i{nor' r,,;i , Conflicting Flow All 895 0 0 720 0 0 1205 1686 387 11293 1670 47E Stage 1 - 775 775 - 890 890 Stage 2 - - - - - - 430 911 403 780 Critical Hdwy 4.14 4.14 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - 6.54 5.54 - 6.54 5.54 Critical Hdwy Stg 2 - 6.54 5.54 - 6454 5.54 _ Follow-up Hdwy 2.22 - c 2.22 - - 3.52 4.02 3.32 3.52 4.02 3,32 Pot Cap-1 Maneuver 754 877 140 93 611 120 95 536 Stage 1 - - - - - - 357 406 304 359 Stage 2 574 351 - 595 404 Platoon blocked, % Mov Cap-1 Maneuver 725 844 117 79 584 85 81 512 Mov Cap-2 Maneuver - - - - - 117 79 - 85 81 Stage 1 320 365 - 273 339 Stage 2 - - - - - - 525 332 - 438 363 - EE HCM Control Delay, s 0.7 0.2- - - - 18.7 - ----- -416 1--- -- HCM LOS C E ;;r HCM Lane V/C Ratio 0.338 0.042 - - 0.009 - 0 391 HCM Control Delay (s) 18.7 10.2 0.3 - 9.3 0.1 - 43.6 HCM Lane LOS C S A - A A - E HCM 95th %file Q(veh) 1.5 0.1 ;; 17 Cherry LaneANest School Access 2020 PM Peak Hour Results Intersection -- ---- — ,�- - - --. Int Delay, slveh 0.4 `; r1i"''' EST Ef3 WBL �1JC� i IJEiL NGiti Lane Configurations ti Traffic Vol, vehlh 616 39 26 748 a 6 Future Vol, vehlh 616 39 26 748 4 6 Conflicting Peds, #1hr 0 20 20 0 20 20 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - - - 0 Veh in Median Storage, # 0 - 0 0 Grade, ova 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 `L Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 670 42 28 813 4 7 Conflicting Flow All 0 0 732 0 1194 396 Stage 1 - - 711 Stage 2 - - - - 483 - Critical Hdwy - 4.14 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 Critical Hdwy Stg 2 - - 5.84 Follow-up Hdwy - - 2,22 - 3.52 3.32 Pat Cap-1 Maneuver 868 - 179 603 Stage 1 - - - - 448 - Stage 2 586 Platoon blocked, % - - Mov Cap-1 Maneuver - 851 - 162 580 Mov Cap-2 Maneuver - - - - 294 - Stage 1 439 Stage 2 - - - - 540 - HCM Control Delay, s 0 0.6 13,8 HCM LOS B Mlnor Lana��la;or h1�rmt N:,!._:, Capacity (vehm) 418 �-BT tBF: UUSL V V A A Cherry Lane/West School Access Existincl Traffic Signal_Mitil_jation Measure Lane Configurations Traffic Volume (veh/h) 28 616 7 748 39 I 109 25 t 28 Future Volume (veh/h) 28 616 9 7 748 39 13 1 109 25 Number ; 1 28 18 Initial Q (Qb), veh 0 0 0 0 1 12 6 i G 0 0 0 0 0 0 0 0 Ped-Bike Adj(A pbT) 1600 1000 1800 1.00 1500 1100 1800 1 �10 Parking Bus, Adj 1.00 1.00 1.00 1100 1.00 1000 1.00 1.00 1800 1.00 1100 1,00 Adj Sat Flow, vehlh/In 1620 1588 1620 1620 1588 1620 1620 1588 1620 1588 1588 1588 Adj Flow Rate, vehlh 30 670 10 8 813 42 14 1 118 27 1 30 Adj No, of Lanes 0 2 0 0 2 0 0 1 0 1 1 1 Peak Hour Factor 0.92 0492 0,92 0.92 0,92 0492 OK 0#92 0992 0192 0,92 0,92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 102 1283 19 76 1281 66 101 35 448 630 588 500 Arrive On Green 0.45 0445 0045 OA5 OA5 0,45 OX 0,37 0.37 0,37 0.37 0,37 Sat Flow, veh/h 54 -_2851 42 7 2847 146 58 96 1211 1268 1588 1350 Grp Volume(v), veh/h 366 0 344 455 0 408 133 i 1 �0 - 27 1 30 Grp Sat Flow(s),veh/h/In 1509 0 1438 1581 0 1420 1365 0 0 1268 1588 1350 Q Serve(g-s), s 000 080 807 O.0 010 1141 010 000 0,0 0.0 000 057 Cycle Q Clear(g_c), s 8.2 000 81 11.0 010 11.1 3A 0.0 0.0 O.6 040 Prop In Lane 0.08 0,03 0,02 0010 0011 0.7 Lane Grp Cap(c), veh/h 757 0 647 785 0 639 585 0,630 1.00 V/C Ratio(X) 0,48 0000 0053 0.58 O.00 0464 0.23 0.00 O.00 0 04 0100 0.06 Avail Cap(c_a), vehlh 757 0 647 785 0 639 585 0 0 630 588 500 HCM Platoon Ratio 1100 1400 1900 1100 1000 1800 1600 1.00 1000 1100 1,00 1.00 Upstream Filter(l) 1400 0600 1.00 1100 0.00 1400 1.00 0400 0400 1400 1900 1100 Uniform Delay (d), s/veh 9,8 0.0 959 10,6 000 10,6 11.0 000 010 1001 909 10.1 Incr Delay (d2), s/veh 242 010 3.1 361 080 4.8 0.9 000 O,0 Oil 0.0 0.2 Initial Q Delay(0),s/veh 0.0 000 060 060 0.0 000 000 060 0.0 000 0.0 010 %Ile BackOfQ(50%),veh/In 4.0 080 19 5.5 O.0 5.2 1 A 0,0 070 0.3 050 0.3 LnGrp Delay(d),s/veh 12,0 0.0 13.1 1397 010 1505 11.9 040 0,0 1042 989 10,4 LnGrp LOS B B B B B 6 A Approach Vol, veh/h - -- - 710 c --�- - -- _ B Approach Delay, s/veh 13 12.5 14.5 11.9 1 Approach LOS , Fs' 10.3 F' I Assigned Phs -- -' --- - - -- - _�----=----- - -- -'- --- --- Phs Duration G+Y+Rc , s 0 0 ( ) 23.0 27.0 23.0 27,0 Change Period (Y+Rc), s 445 4.5 ; r4,5 Max Green Setting (Gmax), s 1895 2205 18 5 22,5 Max Q Clear Time (g_c+ll), : 5A 1097 23 1301 Green Ext Time (p_c), s 0.7 7.5 008 613 n S�mm ACM 2010 Ctrl Delay 13A HCM 2010 LOS �> T Cherry Lane/Todd Way 2020 Existing plus School Traffic AM Peak Hour Results lntersecUor� it Delay, s/veh lr'amprtt 3.4 EBL EBT EBk; W v"16T WBR NBL iW NBR SBL SBT SBR Lane Configurations e'; t _ 41 Traffic Vol, veh/h 5 710 11 6 388 23 10 2 162 26 i 28 Future Vol, veh/h 5 710 11 6 388 23 10 2 162 26 1 28 Conflicting Peds, Whr 40 0 40 40 0 40 f 0 7 7 A ` Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop None RT Channelized - None - None None Storage Length - - - ` Veh in Median Storage, ' u G C) Grade, % _ 0 - - 0 - - 0 Peak Hour Factor 92 92 92 ctt 992 `.' ' 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 30 Mvmt Flow 5 772 12 7 422 25 11 2 176 2'u' Conflicting Flow All 487 Stage 1 Stage 2 WE Critical Hdwy 4.14 Critical Hdwy Sig 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.22 Pot Cap-1 Maneuver 1072 Stage 1 - Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 1031 Mov Cap-2 Maneuver - Stage 1 Stage 2 HCM Control Delay, s 0.1 HCM LOS °AA�t�nr I ariaT+la?nf tvlVi3i1 Capacity (vehlh) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0 0 824 0 0 1061 1329 439 893 1323 271 828 828 - 489 489 233 501 404 834 - 4.14 - 7.54 6.54 6.94 7.54 6.54 6.94 6.54 5.54 - 6.54 5.54 6.5- 4 5.54 AT6,54 5,54 222 - - 3.52 4.02 3.32 3.52 4.02 3.32 802 178 154 566 236 155 727 332 384 529 548 - 749 541 - 594 381 771 159 140 541 148 140 695 _ - 159 140 - 148 140 IT 316 366 504 521 ME Am 701 514 - 392 363 Q,2 18.1 24,2 C C hE3t n1 EBL EB7' .409 0.005 - 462 1031 - 0 18,1 8.5 0 C A A 0 . - 771 - 247 — 0.008 In - 0,242 9.7 0.1 - 24.2 A A - C 1.) - 0.9 Cherry Lane/West Access 2020 Existing plus School Traffic AM Peak Hour Results inlersectlon Int Delay, s/veh Lane Configurations „` Traffic Vol, vehlh 710 124 Future Vol, veh/h 710 124 Conflicting Peds, #/hr 0 20 Sign Control Free Free RT Channelized - None Storage Length - _ Veh in Median Storage, # 0 Grade, % 0 _ Peak Hour Factor 92 o )w Heavy Vehicles, % 2 2 Mvmt Flow 772 135 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Sig 1 Critical Hdwy Stg 2 Follow-up Hdwy Pat Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 HCM Control Delay, s HCM LOS rr 55 388 1 1 55 388 1 1 20 0 n �n Free Free Stop Stop None - None 0 - 0 0 - ''7 0 :' 92 2 2 2 2 60 422 i 1 733 tt'1'ir)f1 0 1191 494 860 331 - 6.84 6.94 ® 5.84 - 5,84 3.52 3.32 180 521 375 - 700 157 501 276 368 624 - C Capacity (vehlh) 356 - - 719 HCM Lane V/C Ratio 0.006 - - 0.083 HCM Control Delay (s) 15.2 10.5 HCM Lane LOS C - _ B HCM 95th %tile Q(veh) U 0.3 Cherry Lane/Todd Way 2020 Existing plus School Traffic PM Peak Hour Results tntersectiort __ Int Delay, s/veh 3 I�c�+:emrr EBL EBT EBR WBL WBT WBR NBL r4BT NB SBL SBT SBR _-- Lane Configurations ��I F444 Traffic Vol, veh/h 28 616 8 6 748 39 12 1 98 25 1 28 Future Vol, veh/h 28 616 8 6 748 39 12 1 98 25 1 28 Conflicting Peds, #Ihr 40 0 40 40 0 40 7 n i 7 7 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - None - None - None Storage Length - - - - - - Veh in Median Storage, # - 0 0 - 3rade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 2 92 "' ` 92 92 02 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 30 670 +a 7 813 42 1 107 27 1 30 Conflicting Flow All 895 0 0 719 0 0 1203 1684 387 1291 1667 475 Stage 775 775 - 888 888 Stage 2 - - - - 428 909 403 779 Critical Hdwy 4114 4014 7,54 6554 6694 7454 6.54 6194 Critical Hdwy Stg 1 - - - IF - - 6,54 5.54 - U4 5454 - Critical Hdwy Stg 2 AND - - U4 5.54 - 6954 5,54 - Follow-up Hdwy 2,22 - - 2.22 - - 3652 4602 3.32 3,52 4102 3132 Pot Cap-1 Maneuver 754 878 140 93 611 121 96 536 Stage - - - - - 357 406 - 305 360 Stage 2 - 575 352 - 595 404 Platoon blocked, % - - - - Mov Cap-1 Maneuver 725 845 117 79 584 88 82 512 Mov Cap-2 Maneuver - - - - - ON 117 79 - 88 82 - Stagel . 320 365 - 274 341 Stage 2 _ _ - - 527 333 - 450 363 HCM ControlDelay, s u i 0.2 18.2 42,1 HCM LOS C E r C�1yrn( �^,,'BL_ 1N81 V;tBRS150 Capacity (vehlh) 392 725 - - 845 - - 154 HCM Lane V/C Raiio 0,308 05042 - - 01006 - - 08381 HCM Control Delay (s) 18.2 10,2 0.3 - 983 0.1 42.1 HCM Lane LOS C B A - A A - E HCM 95th %tile Q(veh) 163 0.1 f; .E Cherry Lane/West Access 2020 Existing plus School Traffic PM Peak Hour Results �ntersecti�� Int Delay, s/veh 0.4 EBR W8L Lane Configurations �'� Traffic Vol, veh/h 616 35 Future Vol, veh/h 616 35 Conflicting Peds, #/hr 0 20 Sign Control Free Free RT Channelized - None Storage Length - Veh in Median Storage, # 0 - Grade, % 0 Peak Hour Factor 92 92 Heavy Vehicles, % 2 2 Mvmt Flow 670 38 23 23 20 Free 748 748 0 Free no ow ri 0 2 813 NBA NBR 4 5 4 5 Stop Stop - None 0 - fi - 0 - 92 1` 2 2 Conflicting Flow All 0 0 728 0 1186 Stage 1 - - 709 Stage 2 - - - - 477 Critical Hdwy - - 4,14 - 6.84 Critical Hdwy Stg 1 - ONE ME- 5.84 Critical Hdwy Stg 2 - 5,84 Follow-up Hdwy - - 2.22 - 3,52 Pot Cap-1 Maneuver 871 A,181 Stage 1 - - - - 449 Stage 2 590 Platoon blocked, % Mov Cap-1 Maneuver 165 Mov Gap-2 Maneuver - - _ 297 Stage 1 440 Stage 2 _ - - - 548 HCM Control Delay, s � I _ _6 i.5 r -� �1 HCM LOS B Capacity (veh/h} 40g _� _ g� HCM Lane V/C Ratio 0.024 - - 0.029 HCM Control Delay (s) 14 9,3 HCM Lane LOS B - - A HCM 95th %tile Q(veh) 0.1 001 6, 94 3,32 605On 582 Cherry Lane/ 1000 Way 2020 Existing plus School Traffic - Traffic Signal Mitigation Measures Results It ivement t : t- 1 LBR wBL WBT NSL N5T NBR SBL SBT SSR MOURNE Lane Configurations 411 `'` ` Traffic Volume (veh/h) 28 616 8 t 748 30 12 1 1 L 25 Future Volume (vehlh) 28 616 8 6 748 39 12 1 98 25 1 28 Number 7 11 14 ;3 18 ? 12 1 E 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.OD 1.00 1,00 1.00 1.00 1100 Adj Sat Flow, veh/h/In 1620 1588 1620 1620 1588 1620 1620 1588 1620 1620 1588 1620 Adj Flow Rate, vehlh 30 670 9 7 813 42 13 1 107 27 1 30 Adj No. of Lanes 0 2 0 0 2 0 0 1 0 0 1 0 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 102 1284 17 76 1279 66 102 36 444 305 39 256 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 54 2853 38 6 2842 146 60 97 1201 540 107 693 CIS Grp Volume(v), veh/h 365 0 344 456 0 406 121 0 0 58-� Grp Sat Flow(s),veh/h/In 1508 0 1437 1582 0 1412 1358 0 0 1340 0 0 Q Serve(g_s), s 0.0 0.0 8.6 0,0 0.0 11.1 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 8.2 0.0 8.6 11.1 0.0 11.1 3.1 0.0 0.0 1.3 0.0 0.0 Prop In Lane 0.08 0.03 0.02 0.10 0.11 0,88 0.47 0,52 Lane Grp Cap(c), vehlh 756 0 646 785 0 635 582 0 0 601 0 0 V/C Ratio(X) 0.48 0.00 0.53 0.58 0.00 0,64 0.21 0.00 0.00 0.10 0.00 0.00 Avail Cap(c_a), veh/h 756 0 646 785 0 635 582 0 0 601 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1100 1.00 1.00 1000 1.00 1900 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1100 0.00 0100 Uniform Delay (d), slveh 9.8 0.0 9.9 10.6 0.0 10.6 10,9 0.0 0.0 10.3 0.0 0.0 Incr Delay (d2), s/veh 2.2 0.0 3.1 3.1 0.0 4.9 0.8 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °'oile BackOfQ(50%),veh/In 4.0 0.0 3.9 5.5 0.0 5.1 1.3 0.0 0.0 0.6 0.0 0.0 LnGrp Delay(d),s/veh 12,0 0.0 13.1 133 0.0 15.5 11.7 0.0 0.0 10.7B 0.0 0 L) LnGrh, LOS _ _ _ B B B _ B g-- - -- -- -- - Approach Vol, vehlh 709 862 121 58 Approach Delay, slveh 12.5 14.6 1107 10.7 Approach LOS B E; B R Assigned Phs `' 0' LB Phs Duration (G+Y+Rc), s 23,0 27,0 23.0 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 22.5 18.5 22.5 Max Q Clear Time (g_c+11), s 5.1 10.6 33 13.1 Green Ext Time (pc), s 0.8 7,5 019 6.3 UMM HCM 2010 Cirl Delay HCM 2010 LOS Cherry Lane/Todd Way 2040 Existing plus School Traffic AM Peak Hour Results I I +tersection Int Delay, s/veh 1365 -- - - - �,i,.,l,,EBL EE7 EE sal ti vYBT •tS i ,. Lane Configurations - Traffic Vol, veh/h 5 1469 11 6 459 23 2 162 26 1 2� � Future Vol, veh/h 5 1469 11 6 459 23 10 2 162 26 1 28 Conflicting Peds, #Ihr 40 0 40 40 0 40 7 0 7 7 0 17 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length Veh in Median Storage, # - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 92 Jl 92 09 9 92 (0 r� r Heavy Vehicles, % 2 2 2 2 2 2 "2 2 2 2 2 2 Mvmt Flow 5 1597 12 7 499 25 11 ? 176 ?r 1 )U Conflicting Flow All 564 0 0 1649 Stage 1 - Stage 2 Crrtical Hdwy 4.14 - 4614 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2,22 - - 2,22 Pot Cap-1 Maneuver 1004 388 Stage 1 Stage 2 Platoon blocked, % o _ Mov Cap-1 Maneuver 966 373 Mov Cap-2 Maneuver Stage 1 Stage 2 - 0 0 1924 2231 852 1383 2225 309 1653 1653 - 566 566 271 578 817 1659 - 7.54 6454 6.94 T54 6.54 6.94 6.54 5,54 6.54 5.54 6.54 5.54 - 6,54 5,54 152 4.02 3.32 152 4.02 3.32 40 42 303 103 43 687 102 154 476 506 - 712 499 - 337 153 34 36 290 35 37 656 34 36 - 35 37 93 141 436 474 655 467 - 123 140 - HCM Control Delay, s 0.2 � 0,4 111.E HCM LOS F i,lino Lew,41'a4i0Mvnn PJi3ln; E31 EI✓3 EBFc Capacity (veh/h) 192 966 - 373 F;it HCM Lane V/C Ratio 0,985 0,006 - - Q017 - - 0.879 HCM Control Delay (s) 111.6 8,7 U - 14,8 0.2 178 HCM Lane LOS F A A - S A - F HCM 95th %tile Q(veh) 82 a 041 42 Cherry Lanemest Access 2040 Existing plus School Traffic AM Peak Hour Results �� iersectioc� Int Delay, s/veh 1 Lane Configurations *'L Traffic Vol, vehlh 1469 135 60 459 Future Vol, vehlh 1469 135 60 459 Conflicting Peds, 91hr 0 20 20 0 Sign Control Free Free Free Free RT Channelized - None - None Storage Length On- - - Veh in Median Storage, # 0 , Grade, % 0 - - 0 Peak Hour Factor 92 92 9 92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 1597 147 65 499 CVt3L tl�P 2 2 2 Stop Stop - None 0 - 0 0 - 92 92 2 2 2 2 Gonflicting Flow All 0 0 1764 0 2071 912 Stage 1 - 1691 Stage 2 - - - - 380 Critical Hdwy 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - AID5.84 - Critical Hdwy Stg 2 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot CapA Maneuver 350 - 47 276 Stage 1 - - - - 135 - Stage 2 661 Platoon blocked, % - - - Mov Gap-1 Maneuver - 343 - 34 266 Mov Cap-2 Maneuver - - - - 105 - Stage 1 132 Stage 2 - - - - 488 - i HCM Control Delay, s �� 3.8 29.5 HCM LOS D Capacity (vehlh)�p�� -x151 � t�� - 343 HCM Lane VIC Ratio 0.029 - - 0.19 - HCM Control Delay (s) 29.5 17.9 1.9 HCM Lane LOS D - - C A HCM 95th %tile Q(veh) 0.1 0.7 Cherry Lane/Todd Way 2040 Existinplus School Traffic PM Peak Hour Results IrItersE% t Int Delay, s/veh 15.7 EBL __EB � EBR YJBL WBT W13R tV3L NBT SI3t_ SBT S%t•. Lane Configurations Traffic Vol, veh/h 28 691 tr 6 1469 39 12 i +s 25 I 2�! Future Vol, veh/h 28 691 8 6 1469 39 12 1 98 25 1 28 Conflicting Peds, #/hr 40 0 40 40 0 40 tr ; r; 7 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None None None Storage Length Veh in Median Storage, Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 ur w 92 92 92 92 92 92) 92 +21 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 30 751 CjI 7 1597 42 13 1 107 27 1 3 U Conflicting Flow All 1679 0 0 800 0 0 1676 2549 427 2115 2532 867 Stage 1 - - - - - 856 856 _ 1672 1672 - Stage 2 - _ - - _ _ 820 1693 - 443 860 _ Critical Hdwy 4.14 - 4.14 _ 7.54 6,54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 _ 6.54 5.54 - Critical Hdwy Stg 2 - 6.54 5.54 6.54 5.54 Follow_up Hdwy 2.22 - - 2.22 _ - 3.52 4.02 3.32 3.52 4.02 332 Pot Cap-1 Maneuver 378 819 62 26 576 29 27 296 Stage 1 - - - _ _ 319 373 - 100 151 - Stage 2 - 335 147 - 564 371 Platoon blocked, % Mov Cap-1 Maneuver 364 788 42 18 550 � 18 19 283 Mov Cap-2 Maneuver - - _ _ _ - 42 18 - 18 19 Stage 263 307 - 82 130 Stage 2 - - - - _ - 264 127 386 306 HCM Control Delay, s 1.6 0.5 41.6 $ 577.7 -� HCM LOS E F Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) Volume exceeds capacity 214 364 - - 788 _ 35 0,564 0,084 - - 0.008 - - 1.677 41.6 15.8 1 9.6 0.5 577.7 E C A - A A - F 3.1 0.3 $: Delay exceeds 300s +: Camputafion Not Defined ':�AlI major volume in platoon ____ Cherry LanelWest Access 2040 Existing plus School Traffic PM Peak Hour Results intersection Int Delay, s/veh 1.2 EBT ESR V�'r3L Ifi1BT Lane Configurations Tp Traffic Vol, veh/h 691 35 26 1469 Future Vol, veh/h 691 35 26 1469 Conflicting Peds, #/hr 0 20 20 0 Sign Control Free Free Free Free RT Channelized - None - None Storage Length - - - - Veh in Median Storage, # 0 Grade, % 0 - - 0 Peak Hour Factor 92 92 92 92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 751 38 28 1597 fc 4 6' 4 6 20 20 Stop Stop - None 0 - 0 - 0 - 92 92 2 2 4 7 Conflicting Flow All 0 0 809 0 1665 435 Stage 1 - - - - 790 - Stage 2 - - - - 875 - Critical Hdwy - - 4.14 - U4 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 Follow-up Hdwy - - 2022 - 3.52 3.32 Pot Cap-1 Maneuver - 812 - 88 569 Stage 1 - - - 408 - Stage 2 - - - 368 - Platoon blocked, % - - Mov Cap-1 Maneuver - - 797 - 58 548 Mov Cap-2 Maneuver - - - - 165 - Stage 1 - - - - 400 - Stage 2 - - - - 249 - roach E6 WIa NB HCM Control Delay, s U 1.6 18.2 HCM LOS C hilinor LaneiMa'or Mvmt f+1BLn1 EST EBP W8L WBZ' Capacity (veh/hj 284 - 797 HCM Lane V/C Ratio 0.038 - - UK - HCM Control Delay (s) 18.2 - - 9.7 1.5 HCM Lane LOS C - - A A HCM, 95th %tile Q(veh) 0.1 - 0.1 Cherry Lane/Todd Way 2040 Existing plus School Traffic- Lane Configurations Traffic Volume (veh/h) Future Volume (vehlh) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, vehlh/In Adj Flow Rate, vehlh Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Wall Cap(c_a), vehlh NCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (Q), s/veh Initial Q Delay(d3),slveh %ile BackOtQ(50%),vehlin LnGrp Delay(d),s/veh LnGrj; LOS pproach Vol, veh/h A Approach Delay, s/veh Approach LOS Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+ll), s Green Ext Time (p_c), s IL uo1 amfn�. HCM 2010 Ctri Delay HCM 2010 LOS Traffic Signal Mitigatin Measures Results = .- a 4 EBI EST EBP WBL WET 1';'r=r? N8L 28 28 7 0 1.00 1.00 1620 30 c) 0.92 2 69 0.63 28 384 1034 6.2 39.5 0.08 706 0.54 706 1.00 1.00 8.3 3.0 0.0 .3 4 11.3 B 1.00 1588 751 2 0.92 2 1528 0.63 2412 0 0.00 0 1.00 0.00 0.0 0.0 0.o o.0 0.0 0 79 9.9 23.0 4.5 18.5 7.5 0.7 t� 8 'I �1 0 0.97 1.00 1620 9 0 0.92 2 20 0,63 32 406 1438 10.8 10.8 0.02 911 0.45 911 1.00 1.00 7.0 1.6 a.0 4.6 8,6 A 17.3 6 1469 irr 6 1469 39 3 n 1 ri 0 0 0 1.00 0.97 1.00 1.00 1.00 1620 1588 1620 7 1597 42 0 2 0 0.92 0.92 OK 2 2 2 50 1858 49 0.63 OM0.63 3 2933 77 864 0 782 1584 0 1429 0.o 0.0 33.3 32.8 0.0 33.3 0.01 0.05 1052 0 905 0.82 0.00 0.86 1052 0 905 1.00 1,00 1.00 1.00 0.00 1.o0 11.1 010 11.1 7.2 0.0 10.8 0.0 0.0 0.0 16.3 0.0 15.5 18.3 0.0 21.9 _B _ C 1646 --- ---�v 20.0 c� is 12 1 0 0.99 1.00 1620 13 0 0.92 2 68 0.25 61 121 1355 o.o 5.5 0.11 387 0.31 387 1.00 1.00 23.4 2.1 o,o 2.3 25.5 C t � 'sol 1.00 1588 1 1 0.92 2 24 0.25 96 25.5 52.0 23.0 52.0 4.5 4.5 4.5 47.5 18.5 47.5 41.5 4 35.3 5.5 0.8 10.7 0 1620 0 0.25 0 1.00 0.00 "R SSL SBi SBs 98 25 1 28 12 i 5 16 0 0 0 0 .99 0.99 0.99 1.00 1.00 1.00 1.00 1620 1588 1620 107 27 1 30 0 0 1 0 .92 0,92 0.92 0.92 2 2 2 2 295 207 26 175 0.25 0.25 0.25 1198 554 107 708 - 0 58 i i I 0 1369 0 0 o.0 0.0 0.o 0.0 0.0 2A 0.0 0.0 .88 0.47 0.52 0 408 0 0 0.00 0.14 0.00 0.00 0 408 0 0 1.00 1.00 1.00 1.00 0100 0.00 0.0 22.2 0.0 0.0 0.0 0.7 0.0 0.0 a.o 0.0 010 u u 0.0 1.0 0.0 0.0 0.0 2209 0.0 0.0 C 58 22.9 C1 APPENDIX C: 200B COMPASS SCHOOL STUDY 34 QOBIE ENGINEERING, 1NC. DOBIE ENGINEERING, INC. COMPASS CI- AP1 R SCHaOL TRAFFIC IMPACT STUDY EEBRUARY 28, 2008 SUBMITTCI_a T0: ADA COUNTY HIGHWAY DISTRICT 3775 N. ADAM S ST, BOISE, ID 83713 CITY OF MERIDIAN 33 E. IDAHO AVE. MERIDIAN, ID 83642 777 HEARTHSTONE DR., BOISE, ID 837Q2 �20$)345-3290 COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 1 PROPOSED DEVELOPMENT Study Objectives This study was ini#fated to assess the traffic impacts resulting from the development of the Compass Charter School and to evaluate the capacity of the road system infrastructure to accommodate the traffic and transportation demands of the school, Noble Engineering, lnc, was retained by the school administration to perform this traffic study in accordance with ACHD and City of Meridian policy for development impact studies and to satisfy the requirements of Idaho Code 67-6519(3). On�Site Development The Compass Charter School is located at 25'19 West Cherry Lane between Ten Mile Road and Linder Road in Meridian, Idaho. The school is currently designed for Kindergarten through 9th grade education with an enrollment of 338 students. At full development the school will accommodate Kindergarten through 121h grade with an enrollment of 490 students. Full development will be completed and open for use prior to the 2010 school year. illustrated in Figure 1 is a general vicinity map showing the location of the site and adjacent roads. Prepared by Dobie Engineering, lnc. 0811 i Li V f Y c- t et 3 41 { Ls • � Ie3 *' i S 'f� c,, Cy %'�r..j COMPASS CHARTER SCHOOL TRANSPQR1A1I4N IMPACT STUDY 2 REQUIREMENTS Vr TRANSRURTATI�N ANALYSIS Idaho fade 67-6579�3j The "Coca! Land Use Planning Act," as amended, requires tha# an application far a public school facility be reviewed with consideration of the effects it will have on increased vehicular, bicycle and pedestrian volumes on adjacent roads and highways. This code section requires an evaluation of the transportation system demands within the following general categories: Land Use and Transportation Planning Transportation Impacts Mitigation of Impacts Prepared by Dobie Engineering, tnc. 0611 COMPASS CHARTER SCHOOL D USE AN D TRANSPORTATION PLANNI Governing Documents TRANSPORTATION IMPACT STUDY 3 Land use and transportation planning for the site are governed by the following documents: Land Use Master Plan City of Meridian Comprehensive Plan Zoning City of Meridian Unified Development Code Transportation Planning Destination 2030 Long Range Transportation Plan for Ada County (COMPASS) Access Management Ada County Highway District (ACHD -- Development Policy Manual Access Safety ACHD Traffic Safety Audit Transportation Funding Plan ACHD Impact Fee Ordinance ACHD Annual Budget Bicycle Plan Ada County Ridge to Rivers Pathway Plan Public Transportation Regional Public Transportation Plan for Ada County Pedestrian Plan City of Meridian Gomprehensive Plan Meridian Joint School District #2 ACHD Development Policy Manual Highway Development Plan ACHD Capital Improvements Plan Demographics Plan COMPASS Travel Demand Forecast Model School Bus Plan Compass Charter School Crossing Guard Plan Compass Charter School Prepared by Doble Engineering, Irtc. U811 COMPASS CHARTER SCHOOL TRANSPORTATIV IMPACT STURy 4 Planning for the proposed Compass Charter School included consideration of each of these plans and guidelines. The proposed school generally conforms to the policies, goals and planning criteria of these governing documentsI The analysis in this traffic impact study included K-12 school traffic. Projected external traffic impacts from the school were identified and will be mitiga#ed as required. A site specific bus route and schedule plan will be developed for the new school. Safety busing is generally provided for all students living 1,5 miles or more off campus or for students required to cross an arterial highway. A school route plan far pedestrian access to the site wil! be prepared with input from the school administration as well as local neighborhood residents. The plan will be developed with consideration of the sidewalk and shoulder conditions within the service area and on the adjacent arterial roadways. School crossing guards and adult supervisors wil! receive training at the local school prior to deployment. Refer to MUTCD - Chapter 7E in Appendix A for an overview of this training. Prepared by Dobie Engineering, Inc. 0811 CaMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 5 �TRANSPORTATION 1 �i Existing Road System Traffic volume Recent average daily Le Mc counts on the major roadways near the site are listed in Table 1. Table 9 Recent Traffic Counts Avera a Daily Traffic Vehicles aer Dav Date of Count Cherry Lane West of Linder Road 17,905 9/07 Cherry Lane East of Ten Mile Raad 15,52G 9107 Adjacent to the site Cherry Lane carries approximately 1300 vph during the AM peak hour and 1800 vph during the PM peak hour. Cherry Lane is an ACHD system roadway designated as a principal arterial, Adjacent to the site it is improved with 5 traffic lanes and 5-ft. concrete sidewalks. .The posted speed limit is 35 mph, Existing peak hour traffic volumes at the school access are illustrated in Figure 2, The level of service is currently "C"during the AM peak and "B" for the PM peak period. Details of the calculations are in Appendix B. Prepared by Dobie Engineering, {nc. 0811 i URE 2 COMPASS CHARTER SCHaOL EXISTING TRAFFIC CONDITIONS FEBRU ARY 2008 AM HOUR ran)�j �� 4; jr4 13 3 ,�- 2 1$ CHERRY 791 mbw LANE 48 PM HOUR N � M 40 4 z 48 17 .� 4,4" 579 47 42 CHERRY 424 LANE 27 =4141+ N ,.: N 4 F 4 7rpffit Study Prepared By. D4BIE ENGINEERING, INC. m ►+.«�,.ta» a, ed.w ro pox �+s-asoo COMPASS CHARTER SCHOOL, TRANSPORTATION IMPACT STUDY 6 1 Baseline Conditions The capacity of the adjacent roadway system was calculated for projected year 2015 traffic conditions. This calculation was made to establish baseline conditions from which to assess site -generated traffic impacts. Baseline traffic was estimated using a 4°/v annual growth above existing conditions since traffic now exceeds COMPASS 2015 traffic projections (Appendix B). The baseline capacity of the adjacent system roadways is shown below in Table 2. Table 2 —Baseline ! onditions Arterial ACTT #Lanes Ca acit Vol.lCar�. LOS Cherry Lane 22,000 5 33,000 0.57 A Assumed in this analysis is a planning capacity of 33,000 vpd (LOB D) on a 5-lane suburban arterial. Arterial capacities fallow the guidelines in Appendix 1-C of the Regional Transportation Plan. Based on current traffic forecasts, Cherry Lane will maintain adequate traffic carrying capacity through by year 2015. In addition, the level of service at the main school access will remain in the 8/C range through the year 2015. Prepared by pobie Engineering, InC 0811 COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUUT 7 System Planning The ACHD Capital improvements flan (Jrdina"Cu #202) includes improvements to the system roads and intersections within the traffic shed of the Compass Charter School. Programmed improvements are shown in Table 3. Table 3 Programmed Improvements to System Roads and Intersections Improvement Schedule Intersection Cherry Lane/Linder Road Traffic Signal (11-20) Years Cherry LanelBlack Cat Road Traffic Signal (6-10) Years Roadway Cherry Lane (Linder to Meridian} 7-Lane Section (11-20) Years Ten Mile Road (Franklin to Ustick) 5-Lane Section (1-5) Years These ACHD improvements will provide the additional traffic carrying capacity to support projected regional growth. In addition, they will further improve the continuous sidewalk system and pedestrian -actuated signal controls now located at the arterial intersections bracketing the school site. Prepared by Dobie Engineering, Inc. 081t COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 8 Trip Generation The following trip rates are recommended In the ITE Trip Generation Manual, (7th Edition), for the proposed land use. Private School Km12 (#536) rates were used in this report to project future traffic volumes from the site. Table 4 Trip Generation Rates occurrence Weekday End Trips AM Peak Hour Enter Exit PM System Peak Enter Exit PM School Peak Enter Exit K-12 Private School (Per Student) 2.48 0.79 0.17 (43°fo) (57°Jo) 0.55 Prepared by Dobie Engineering, Inc. p811 COMPASS CHARTER SCHOQL TRANSPORTAI IaN IMPACT STUDY 9 Using the trip generation rates in Table it, future site -generated traffic was estimated for full utilization of the school. The findings are presented in Table 5. Land Use K-12 School Table a Site -Generated Traffic No. Students 490 (Rounded] New Trips/Day 1295 AM PH Trigs 385 PM PH Trips 270 The AM peak hour traffic from the school impacts the system roadways between 7:30 and 9:ODam and the school PM peak hour occurs between 2:30 and 3:30. These time periods were evaluated in this study. The road system PM peak hour is not impacted by the school. Prepared by Dobie Engineering, lnc. 0811 COMPASS CHARTER SCHOOL Traffic Assignments TRANSPORTATION IMPACT STUDY 10 Based on the trip generation rates and regional growth projections previously presen#ed, future peak hour trips resulting from development of the Compass Charter School were estimated and assigned to the project entrances. Peak hour traffic volumes for the AM and PM school periods are illustrated in Figure 3. Site traffic distribution was estimated from field measurements and shows an orientation of approximately fi0% to the east and 4p% to the west, F�repared by Dobie �ngineering,lnc. 0811 FlGUKt 3 COMPASS CHARTER SCHOOL 2015 BASEUNE + SITE TRAFFIC CONDITIONS AM HOUR �Nt 350 1010 WOW 95 COY 115 her► to PM HOUR � N r 4 '� sv a' as 20 CHERRY 550 LANE 55 j ¢ N co Z Traffic Study Prepared By. DOBIE ENGINEERING, ING. 7�f N�wtl+rtan� Dr. Bohr, p pS702 318-S29C COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 11 CAPACITY ANALYSIS A capacity analysis and a level of service calculation were prepared to evaluate the future traffic congestion at the main entrance to Compass Charter School from Cherry Lane. Assumed in the analysis were year 2015 baseline traffic volumes plus new site -generated traffic at full enrollment. This analysis was based on the procedures and methodologies developed in the Highway Capacity Manual (TRB Report 209.) Capacity Analysis: Illlain entrance The findings of this capacity analysis for the schoo! entrance are summarized in Table 6. Table 6 Level of Service Analysis Main Entrance Peak Hour - 2015 AM HOUR Left-Jn Left�Out PM HOUR Left-tn Left -Out Level of Service g p � B Approach Delay (sec.) 12.5 26.0 Beg 13,8 Queue Length (#veh.) 1 q 1 2 These findings indicate that the main school entrance will function within acceptable standards with minimal congestion or traffic safety concerns. Refer to Appendix C for details of the calculatibns, Prepared by Dobie Engineering, Inc. 0811 COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 12 Capacity Analysis: System Roads The capacities of the adjacent system roads, shown in Table 7, were calculated far the long-range projected traffic which would include site generated traffic from the Compass Charter School. Table 7 System Cat�acity -- Lanu Ranee Traffic Conditions ADT No. Lanes LOS D Cap, Vol./Cap. L OS Gherry Lane 27,900 5 33,000 0.72 C System roads adjacent to the site will provide sufficient capacity to accommodate regional traffic growth. The existing 5-lane section should be adequate to safely accommodate projected vehicle and pedestrian traffic through the year 2034. Prepared by f?obie Engineering, inc. 0811 COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 13 MITIGATION OF IMPACTS Traffic Control Devices Traffic control far school areas is governed by Part 7 of the Manual on Uniform Tragic Control Devices (MUTCD.) This manual provides realistic policies, practices and standards for traffic control within school zones, (Copy attached in Appendix A for reference,) A proposed sign plan is presented in Figure 4, Advanced warning signs should be placed approximately 300 feet ahead of the school boundaries. Pavement markings may be used in addition to the recommended signs. Coordination with ACHD standard policies will be required. In addition, standard 36" stop signs (R�-1}should be installed at the main school entrance and the bus entrance. Prepared by Dobie �ngineedng, Inc. Oi311 0 r BUS ENTRANCE / � p STOP SCHOOL I CAMPUS MAIN ENTRANCE ISTOP ProaERrr Uri J; END SCHOOL. ..a. ZONE SPEED LIMIT ..p. 551 N.T.S. FIGURE 4 C )WASS CHARTER SCHOOL SIGNAGE PLAN hl l4 S� P ND OOL ONE E SCH Z TODD WAY r.arrK Study r.eparad Oy: COMPASS CHARTER SCHOOL TRANSPORTATION IMPACT STUDY 14 School Access Routes Students residing over 1.5 miles from the school site are eligible for busing. Students residing within the 1.5 mile radius of the school site will access the school site using the existing sidewalk infrastructure that is available on all of the neighboring subdivision streets. In addition, designated school walk routes will be identified on the arterial sidewalk system available on Cherry Lane, Linder Road to the east and Ten Mile Road to the west. Pedestrian=actuated signal control is available at the arterial intersections of these roads with Cherry Lane. This school walk route area is further defined as Pine Avenue to the south and Ustick Road to the north. Students residing directly north of the school across Cherry Lane whose homes are not within a designated school walk route will be eligible for safety busing. A safe route to school plan for pedestrian access to the site will be prepared with input from the school administration, neighborhood residents and parents in line with the requirements of the MUTCD. This plan should avoid areas where the usable road shoulder is less than 4 feet and site-speGific problern areas such as railroad crossings and canal bridges. Prepared by Dobie Engineering, Inc. 0$11 APPENDIX A Manual on Uniform Part 7 Traffic Controls for School Areas ite- iAFE1 11AIi UIE UIII Page TC7-2 CHAPTER 7D. Section 7D.01 CHAPTER 7E0 Section 7E.Ol .Section 7E.02 ;Section 7E.03 Section 7E.04 Section 7E.05 Section 7E.06 ;Section 7E.07 Section 7E.08 Section 7E.09 CRAFTER 7F. Section 71~.O1 Section 7F.02 Section 7F.03 �'IG�tES CHAPTER 7A. Figure 7A,-1 CRAFTER 7B. Figure ?10-1 CHAPTER 7C. Figure 7C-1 aff TABLES CHAPTER 7B. Table 7B • I December 2000 SIGNALS 0 9 W 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Dec. 2000 General....................................................................... ........................71�-1 CROSSING SUPERVISION . ...... 9 # 0 , , , . 0 * * .. Dec. 2000 'Types of Crossing Supervision ...................................... ... .7E-1 Adult Guards_ ..........,..An* .............. ......................................... ................7E;v1 Qualifications of Adult Guards......... Ando0a &A now*%*A Uniform of Adult Guards and Student Patrols .......... .7E-2 Operating Procedures for -Adult Guards .......... ?E-2 Police Officers ... ....................... StudentPatrols................................................................... ..7E-3 Choice of Student Patrols ......................�- ---..................................7E-3 Operating Procedures for Student Patrols .......................Ann .................7E-3 GRADE -SEPARATED CROSSINGS ........... Dec. 2000 Function ......................... es of Grade -Separated Crossings ............................. ... ........ .7F-1 Criteria for Use of Grade -Separated Crossings.......... we GENERAL icalSchool Route Plan Map ............................................ ......7A-2 SIGNS Typical Signing MARKINGS TwaLane Pavement Marking of "SCHOOL" ............................. ..7G-4 SIGNS Size of School Area Signs and Plaques...............................................7B-2 June 2001 Fage 7A-2 Figure TA-T. Typlum School Route Plan Map m Marked Crosswalk Crossing Guard Sect 7A.01 December 2000 Q Sfgnatized Intersection r STOP Sign Approach 'r YIELD Sign Approach �-- Pedes#4an Route 7unt 2001 Page 7A-a December 200o A recommended method for determining the frequency and adequacy of gaps in the traffic stream is given in the Institute of Transportation Engineers' publication, "School Trip Safety Program Guidelines" (see Section IA. II), Section 7A.04 Sc--�e - Standard: Part 7 sets forth basic principles and prescribes standards that shall be followed in the design, application, installation, and maintenance of all traffic control devices and other controls required for the special pedestrian conditions in school areas. Such devices and controls include signs, signals, markings, adult crossing guards, student patrols, and grade -separated crossings. Portable school signs shall not be used. Support; Requirements discussed in Chapter 2A and Section 28.05 are applicable in school areas. Section 7A.05 Application of Standards Support: Sections 1A.02 and IA..07 contain information regarding the application of standards. Section 7A.06 Engineerinc Stud J Required Support: Section 1.A,.Q9 contains information regarding engineering studies. Section 7A.07 Support: Section lAAS contains information regarding the maintenance of traffic control devices. Sect, 7A.03 tv iA.07 Jone 2001 December 2000 CHAPTER '7B. SIGNS Section 78.41 size of School Sil;n_s Standard: Page iB-1 e sizes of signs and plaques to be used on conventional roadways ins school areas shall be as shown in Table Vwl. The standard sign size shall be used on public roads, streets, and highways unless engineering judgment determines that a special signs size would be more appropriate. The special sign size shall be used on expressways, Option: The special sign size may be used for applications that require increased emphasis, improved recagnation, or increased legibility. The rninimnm sign size may be used ora local residential streets, in urban areas, and where there are low traffic volumes and low vehicle speeds, as determined by engineering judgment. Section 7B.02 �dluminataon and Reflectorization Standard: The signs used for school area traffic control shall be retroreflectorized or illuminated. Section 7B.03 Position of Si��R4 Guidance: Signs should be placed in p�sitaons where they will convey their messages most effectively without restricting lateral clearance or sight distances. Placement therefore should consider highway design, alignment, vehicle speed, and roadside development. Signs should have a maxinr►um practical clearance fxom the edge of the traveled way for .the safety of vehicles that r�night Leave the roadway and strike the sign supports. Except as noted in the Option, signs should not be closer than 1.$ m (b ft) from the edge of a paved shoulder, or if none, 3.7 in (12 ft) from the edge of the traveled way. 3une 20fl] s��. �s.oi l0 7B.a3 December ZVUU Page 7B-3 Option: In urban areas, a lesser clearance of not less than 0.6 m (2 ft) from the face of the curb may be used. In urban areas, where sidewalk" width is limited or existing poles are close to the curb, a clearance of 0.3 m (I ft) from the curb face may be used. Section 78.04 :5L ht of Si ns Support: Section 2A.18 contains information regarding the mounting height of signs. Section 7B.OS Ian tallation oi` Signs Support; Section 2A.21 contains information regarding the installation of signs. Section 7B.06 Lettering Support: The "Standard Alphabets for Highway Signs and Pavement Markings" contains information regarding sign, lettering. Section 7B.07 Standaxd: Except as noted in the Option, school warning signs shall hive a yellow background with a black legend and bonder unless specifically designed otherwise. Option: The following signs may have a fluorescent yellow -green background with a black legend and border: A. School Crossing sign (51-1); B. School Sus Stop Ahead sign (53=1); C. SCHOOL plaque (54-3); D. School Speed Limit sign (55-1); ]une 2001 Sect. 7�.03 to 7B.07 December 2000 kk Fage FAD SCHOOL' BUS STOP Sf-1 AHEAD ,jo �A�E ' Wi6-9p W16-7 S3-i OR 1 /1xx FT W16-2 school Crosswalk blaming Assembly OR SC H+ L s4-3 XXX W16-2aoil FEET REDUCED OR SMa XXX M SPEED OR AHEAD E T E S School Reduced Speed Ahead Assembly SCHOOLII �- rVl ETR�IC SCHO�L SPEED SPEED LIMIT-1 L! M !T 20 OR 30 8:30 A.M. s4-1 8:30 A.M. TO 5:30 P,M. TO 5:30 P.M.Ry CHI R RENHT ARE P ESE OR wH�N FLASHING 1 Schao! Speed Limit � Assembly lone 2001 54.3 SCHOCIL WHEN FLASHING S5-1 END SCHQOL ZONE S5-2 SxG 78.09 December 2o0U Page 7B-7 Advance Warning (S1-1) sign supplemented with a diagonal downward pointing f arrow (W16=7) plaque to show the location of the crossing. The School Crosswalk Warning assembly shall not be used at marked crosswalks other than those adjacent to schools and those on established school pedestrian routes. The School Crosswalk'VYarning assembly shall not be installed on approaches controlled by a STOP sign. Guidance: The School Crosswalk Warning assembly should be installed at marked crosswalk{s), including those at signalized locations, used 'by students going to and from school (see Figure 713-1) as determined by an engineering study. Section '78.10 Guidance: The SCHOOL BUS STOP AHEAD (S3-1 j sign should be installed in advance of locations where a school bus, when stopped to pick up or discharge passengers, is not visible for a distance of 150 in (500 ft) in advance and where there is no opportunity to relocate the bus'stop to provide 150 in (500 ft) of visibility. Section 7B.11 Standard: A School Speed Limit assembly or a School Speed Limit (55=1) sign shall be used to indicate the speed limit where a reduced spced zone for a school. area has been established (in accordance with law based upon an engineering study) or where a speed limit is specified for such areas by statute. The School Speed Limit assembly or School Speed Limit sign shall be placedoat or as near as practical to .the point where the reduced speed zone begins. Guidance: The reduced speed zone should begin at a point either 60 m (200 ft) fronn the crosswalk, or 90 m (300 ft) from the school property line, whichever is encountered first as traffic approaches the school. December 2000 Standard: Fage /"-7 If used, the School Reduced Speed Ahead assembly shall consist of the REDUCED SPEED AHEAD (R2-5n) sign in combination with the SCHOOL (S4-3) plaque mounted above it. If used, the School Reduced Speed Ahead assembly shall be followed by a School Speed Limit sign or a School Speed Limit assembly. Section 78.13 END SCHfJOL ZONE Si'�n f SS•2� Standard: The end of an authorized and posted school speed zone shall be marked with a standard Speed Limit sign showing the speed limit for the section of highway that follows or with an END SCHOOL ZONE (S5-2) sign. Section 7B.14 Parkin. and Stol�a3img Signs_ (R7 and �$ Setties�p Option: Parking and stopping regulatory signs may be used to prevent parked or waitSng vehicles from blocking pedestrians' views, and drivers' views of pedestrians, and to control vehicles as a part of the school traffic plan. Support: Parking signs and other signs governing the stopping and standing of vehicles in school areas cover a wide variety of regulations. Typical examples of regulations are as follows: A. No Parking 8:00 AM to S:OD PM School Days Only; B. No Stopping 8:00 AM to 5:00 PM School Days Only; C. 5 Min Loading 8:00 AM to 5:00 PM School Days Only; and D. No Standing 8:00 AM to 5:00 FM School Days Only, Sections 2B.34, 2B.35, and 2B.36 contain information zegarding the signing of parkizig regulations im school zone areas. June 2001 Sect. 7B.12 !0 7B.14 Page 7C-2 Wption: i For added visibility, the area of the crosswalk may be marked with white diagonal lines at a 45-degree angle to the line of the crosswalk or with white longitudinal lines parallel to traffic flow. When diagonal or longitudinal lines are used to mark a crosswalk, the transverse crosswalk lines may be omitted. Guidance: The diagonal or longitudinal lines should be 300 to 600 mm (12 to 24 in) wide and spaced 300 to 600 mm (12 to 24 in) apart. The spacing design should avoid the wheel paths. Section 7C.04 Stop Line 1Vlarkings Standard: Stop lines shall consist of solid white linesextending across approach lanes to indicate the point at which the stop is intended or required to be made. Guidance: Stop Iines should be 300 to 600 min (12 to 24 in) wide. Stop lines should be used to indicate the point behind which vehicles are requIM ired to stop, in compliance with a STOP sign or traffic signal. Stop lines, if used, should be placed 1.2 m (4 ft) in advance A the nearest crosswalk line, except at roundabouts as provided for in Section 3B.24. In the absence of a marked crosswalk, the stop line should be placed at the desired . stopping point, but should be placed no more than 9 m (30 ft) nor less than 1.2 m (4 ft) from the nearest edge of the intersecting traveled way. Stop lines should be placed to ensure sufificient sight distance for all approaches to an intersection. Stop lines at mid -block signalized locations should be placed at least 12 m (.40 ft) in advance of the nearest signal indication (see Section 41].15), Section 7C.05 Curb Markings for Parking Regulations Standard: St Signs shall be used with curb markings in those areas where cnrb markings are frequently obliterated by. snow and ice accumulation, unless the no parking zone is controlled by statute or local ordinance. tune 2001 Page 7G-4 December 2000 Except as noted in the Option, pavement word and symbol markings should be no more than one lane in width. Option: The SCHOOL word marking may extend to the width of two approach lanes (see Figure X4 ). Guidance: If the two-lane SCHOOL waxd marking is used, the letters should be 3 rn (10 ft) or more in height. Figure 7C-1. 'iwoLane Pavemen#Marking of "SCHOOL" Sect. 7C.06 3nne 2001 Page 7E-1 •• CIIAPTER 7E. CROSSING SUPERVISION l Section 7E.01 JVm of Crossing Sulltmsion Support; There are two types of school crossing supervision: A. Adult control of pedestrians and vehicles by adult guards or police officers; and B. Student control of only pedestrians with student patrols, Information for the organization, operation, and administration of an adult crossing guard program are given in "Civilian Guards For School Crossings" (available from the Traffic Institute of Northwestern University, 405 Church Street, Evanston, IL 60204) and "Adult School Crossing Guards" (available from the American Automobile Association, IOW AAA Drive, Heathrow, FL 32746). Information for the organization, administration and operation of a student patrol program are given in "Policies and Practices for School Safety Patrols" (available from the American Automobile Association, 1000 AAA Drive, Heathrow, FL 32746). Section 7E.02 Adult Guards i Option: Adult guards may be used to provide gaps in traffic at school crossings where an engineering study has shown that adequate gaps need to be created (see Section 7A.03), and where authorized by law. Support: High standards far selection of adult guards are essential. Guidance: Adult guards should possess the fallowing qualifications: A. Average intelligence; i3 Good physical condition, including sight, hearing, and mobility; C. Mental alertness; D. Neat appearance; } E. Good character; F. Dependability; and June 2001 Sect 7E.Ol to 78.03 page /Ve Section 7E.07 Student Patrols Option: Students patrols may be used to direct and control pedestrians at crossings near schools where adequate gaps in traffic occur frequently enough so that gaps do not need to be created. Student patrols nay be used to direct and control pedestrians at signalized intersections where turning movements are not a significant problem, and may be used to assist adult guards in the control ofpedestrians at crossing locations used by large numbers of pedestrians. Guidance: Student patrols should not be responsible for directing vehliculaz traffic. They should not function as police officers or adult guards. Section 7E.08 Choice of Student Patrols Guidance: Student patrols shauld be carefully selected. They should be students from the fifth grade or higher, Leadership and reliability should be determining qualities for patrol membership. Parental approval should be obtained in writing before a student is used as a member of a student patrol. Section 7E.09 Operating Procedures for Student Patrols Guidance: • Student patrols should use a flagging device to stop pedestrians behind the curb or edge of the road -way, and should allow them to cross only when there is an adequate gap in traffic. Standard: Flagging devices used during periods of twilight ar darl�ness shall be retroreflective or illuminated. Because they are not authorized to direct vehicular traffic, student patrols shall not use a STOP paddle. June 200J Sect. 7�.07 to 7�.09 ARPENDI�C B Ada County Highway District - Traffic Counts CHERRY LN E/O TEN MILE RD APPROACH & TOTAL MERIDIAN 9/19/07 Wednesday 15526 NS SB 826 288 556 1036 CHERRY LN E/D VISTA AVE APPROACH & TOTAL BOISE 08/16/94 Tuesday 406 0 0 0 0 CHERRY LN W/O TEN MILE RD APPROACH & TOTAL MERIDIAN 9/19107 Wednesday 13018 EB WB 812 292 513 888 CHERRY LN W/O LINDER RD MERIDIAN 9/19107 17905 EB 1001 652 1161 APPROACH & TOTAL Wednesday WB 283 CHERRY LN E/O UNDER RD APPROACH & TOTAL MERIDIAN 9120106 Wednesday 22s36 EB WB 1207 788 1303 440 http:I/www.achd.ada.id.us/Departments/Traffic/TrafficCaunts.aspx Page 1 of I 2/8I200$ Two -Way Stop Control Ay flewd 't_ Page 1 of OR TWO-WAY STOP CONTROL SUMMARY I Information ite Information . D091E Intersection CHERRY LANE/TODD WAY moo. DEI Jurisdiction ACHD formed 712008 Analysis Year 2008 EXISTING Time Period 14M EastlWest Street: CHERRY LANE _ �NorthlSouth Street TODD WAY . Intersection Orientation: Ease West lStudv Period (hm): 0.25 ®hide Volumes and Adjustments a or Street Eastbound Westbound wement 1 2 3 4 5 6 L T R L T R plume veh/h 3 791 48 41 278 13 :ak4x ur factor, PHF 0.92 0.92 0085 0.85 092 0.92 pudy Flow Rate (veh/h) 3 859 56 48 302 14 )portion of heavy hicles, PHv 2 — 2 — .dia0 type Two Way Left Turn Lane t' Cha,nnelized? 0 0 nes 1 2 0 1 2 0 mfi oration L T TR L T TR stream Signal 7 i nor Street Northbound Southbound 7vement 7 8 9 10 11 12 L T R L T R plume veh1h26 0 49 41 1 13 sak-hour factor, PHF 0.85 0.85 0.85 0.92 p.92 0.92 purly Flow Rate (veh/h) 30 0 57 44 1 14 )portion of heavy 2 2 2 2 2 2 hides, PHv �rcent grade (%) 0 0 gyred approach N N Storage 0 0 Channelized? 0 0 nes 0 1 0 0 11 0 mfi uration LTR LTR �ntrol Delay,, Queue nUM, Level of Service �proach EB WB Northbound Southbound �vement 1 4 7 8 9 10 11 12 ne Configuration L L LTR LTR plume, v (vph) 3 48 87 59 ipacity, cm (vph) 1220 726 409 466 ratio 0.00 0.07 0.21 613 ieue length (95%) 0.01 0.21 O 79 0.43 mtrol Delay (s/veh) 8 0 10.3 162 13,8 IS A B C B �proach delay (sNeh) — -- 16 2 118 �proach LOS — — C B file://C:Documents°/.20and%20Settings\DOBIE1Local%24SettingslTemp1u2k9.tmp 2/28/20U Two -Way Stop Control rage i or TWO WAY STOP CONTROL SUMMARY Eeneml Information 01te Information pal st P9 DOBIE o. El rmed w /2008 V27 alysis ime Period RPM CHARTER alvsi HERRY LANE/ T�DD WAY CHD VIFAY tersection Orientation• East Wes# Istuay Nenoa tnrs�:y.za ehlcle Volumes and Ad'ustments a or Street Eastbound Westbound ovement 1 2 3 4 5 6 L T R L T R -lume veh/h 17 424 27 42 579 48 yak -hour factor, PHF 0492 0.92 0.85 0.85 0.92 OM purly plow Ram vehfh18 460 31 49 f129 52 oporlion of heavy 2 — 2 �hicles, Pw edian Two Way Leff Tum Lane F Channelized? 0 0 anes 1 2 0 1 2 0 �nfi uration L T TR L T TR stream Signal 1 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume vehlh 22 1 44 31 0 12 mk-hour factor, PHF 0.85 685 0285 0.92 0.92 0.92 NEEME )udy Flow Rate veh/h 25 1 51 33 0 13 roportion of heavy 2 2 2 2 2 2 Mcles, PH ercent grade (°!o) 0 0 tared approach N N Storage 0 0 T Channelized? 0 0 anes 0 1 0 0 1 0 onfi uration LTR LTR ontrol Delay, Queue Len th Level of Service pproach EB WB Northbound Southbound (ovement 1 4 7 8 9 10 11 12 fide://C:1Documents%20and%205ett1ngs1D013IE1Loca1%205ettingslTemp1u2k1A.tmp 2/28/20o Two -Way Stop Control iA f p s: o-j b, f 5 Page 1 of Volumes 11N�-WAY STOP CONTROL SUMMARY Ad'ustmen� a or Street Eastbound Westbound Movement 1 2 4 5 6 L E3 T R L T R olume veh/h 20 550 35 55 750 60 Peak -hour factor, PHF 0.92 0.92 0.85 085 0.92 0.92 Hourly Flow Rate veh/h 21 597 41 64 815 65 roportion of heavy hides, PHV 2 "' - 2 - Median type Two Way Left Tum Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 onfiguration L T TR L T TR Upstream Signal 1 1 Inor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 30 2 55 40 2 15 Peak -hour factor, PHF 0065 0.85 0.85 0.92 0.92 0.92 Hours Flow Rate (veh/h) 35 2 64 43 2 16 Proportion of heavy ehicles, PHV 2 2 2 2 2 2 Percent grade (%) 0 0 laved approach N N Storage 0 0 T Channelized? 0 0 nes 0 i 0 0 1 0 nfi uration LTR LTR ontrol Delay, Queue Len th Level of Service proach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR olurne, v (vph) 21 64 101 61 apacity, cm (vph) 751 1047 596 284 /c ratio 003 0.06 0.17 0.21 ueue length (95%) 0.09 0.20 0.61 0.8O ontrol Delay (s/veh) 9.9 81 12.3 2161 OS A A B C pproach delay (s/veh) -- — 12.3 21,1 proach LOS — — B C file://C:1Docwnents%ZOand%�20SettingslDOBIEILoca1%20SettingslTemplu2kE.tmp 2/28/200 APPENDIX C Two- way Stop Control Ayt v�j `)e 1::,,. Page 101 TWO-WAY STOP CONTROL SUMMARY ehicle Volumes and Ad ustmen�s a or Street Eastbound Westbound ovement 1 2 4 5 6 L T R L T R olume veh/h 5 101 Q 115 95 350 15 Peak -hour factor, PHF 0.92 Q 92 0.85 0.85 0.92 0.92 Hourly Flow Rate veh/h 5 1097 135 111 380 16 Proportion of heavy ehicles, P� 2 _ _ 2 — — Median type Two We . Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 7 2 0 nfiguration L T TR L T TR Upstream S' nal 1 1 1 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 60 2 115 55 2 15 Peak hour factor, PHF 0.85 0.85 0.85 0.92 0.92 0892 Hourly Flow Rate (veh/h) 70 2 135 59 2 16 Proportion of heavy ehicles, PHV 2 2 2 2 2 2 Percent grade (%) 0 0 aped approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 nfi uration LTR LTR ntrol Del Queue Len th Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR olume, v (vph) 5 111 207 77 apacity, cm (vph) 1139 591 373 333 !c ratio 0.00 0.19 0.55 length (95%) 0001 0069 3.24 ff0vueue ontr�ol Delay (s/veh) 8.2 125 260 Og A 8 D C proach delay (slveh) — — 28.0 1900 Rproach LOS — D C file://C:iDocuments%20and%ZOSettingsiDOBTE1Loca1%20SetbngslTemp\u2,lcE.tmp 2/28/200 Two -Way Stop Control ti �.,.. Paget of TWO WAY STOP CONTROL SUMMARY eneral Information pie Information 'Analyst R DOBIE Intersection CHERRYLA WNW E7TODD WAY urisdiction ACHD enc /Co. DEI Analysis Year 2015 BASE + SITE ate Per b 7/2008 al sis Time Period IPM ro ect Description COMPASS CHARTER SCHOOL EastlWest Street: CHERRY LANE ortWSouth Street: TODD WAY Intersection Orientation: East West dy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 20 550 55 85 750 60 eak-hour factor, PHF 0.92 0.92 085 0.85 092 0.92 Hourly Flow Mate veh/h 21 597 64 99 815 65 Proportion of heavy hides, Pay 2 �- -- 2 -- -- Median type TWO WayLeft Tum Lane T Channefimed? 0 0 Lanes E EEI 2 0 1 2 0 1 Configuration L T TR L T TR Upstream Si nai 1 inor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 45 2 85 40 2 15 Peak -hour factor, PHF 0.85 0.85 0.85 0.92 0.92 0.92 ourly Flow Rate (veh/h) 52 2 99 43 2 16 Proportion of heavy ehicies, PHv 2 2 2 2 2 2 ercent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 nes 0 1 0 0 ! 0 nfi uration LTR LTR ontrol Delays Queue Le Level of Service roach EB WB Northbound Sorthhbound Movement 1 4 7 8 9 10 11 12 ne Configuration L L LTR LTR olume, v (vph) 21 99 153 61 apacity, cm (vph) 751 1023 562 253 /c ratio 0.03 010 0.27 0.24 ueue length (95%) 0.09 0032 1.10 0.92 ontrol Delay (s/veh) 9.9 8.9 113.8 23.7 LOS A A 8 C pproach delay (s/veh) -- -- 13.8 23.7 roach LOS -- -- B C file:/1C:1Documents%20and%20SettingslDOB1E1i,oval°fo20Settings\Templu2kE.tmp 2/28/200 APPENDIX L7: 2040 rKLP0) Q= I U I KAtmI'UC� 011'4\ ' C1 U OQtiB 0_ RH JGPUrl 0099 0009 eON Ual ti w �6 � tt T r- oul St oaz 1500 oozy 1500 Pa !ten 0069 6900 OOL9 6700 60�0 600 d ca Cos t` VN VU GIN Uel 00G9 D0z9 BOO � Q � to 006L� nn LR r•t� OOSti 4200I 008v 200 Q � o � Q �o 0 M � e- ,r- 0 t' Y o c ace btpU ~ 8000 40Zv 7800 PH GUN Uel o g CN T r rr• 0 0 OOZE 00b.- �- OOOL 0066 *4Q a �o c T 006L� nn LR r•t� OOSti 4200I 008v 200 Q � o � Q �o 0 M � e- ,r- 0 t' Y o c ace btpU ~ 8000 40Zv 7800 PH GUN Uel o g CN T r rr• 0 0 OOZE 00b.- �- OOOL 0066 *4Q a �o c T 0 t' Y o c ace btpU ~ 8000 40Zv 7800 PH GUN Uel o g CN T r rr• 0 0 OOZE 00b.- �- OOOL 0066 *4Q a �o c T o c ace btpU ~ 8000 40Zv 7800 PH GUN Uel o g CN T r rr• 0 0 OOZE 00b.- �- OOOL 0066 *4Q a �o c T 009E OOz9 i aapun O X 1800 a06 1800 Pa �apun 0099 5gp0 0069 5900 500 500 n O� R 08 elm Ual 009P 0017b 0 0 m r aazs ,,na^ r T N P 0099 0Q9b OOLS 009P o � o � � o OOL 009 o g 009E 5500 009E 5900 iz 0 a N S �o 0 � a T- J O O o r UUM `° �6000 7600 OO£L ooze 5800 7400 006L RZ1 aIIW ual C a 5Q oacs� ti MSN Hotntail - Page 1 of 2 �T" -Winck m Lives Hotmal ... - . .Printed,Thursday,-r 0t• Thursday, 10o32 AM sent r 11: 7AI AM TO 'T Patrick errle" <doble . l • Subject 9 RE: Request fbr Model Data n•. _ - - - 's '• za •as;..•.. .�•. • rs. u--,. sss a-: - ,r..wn. Pat, Attached are the 2015 and z0�0 forecasts for Cherry Ln/ Fairview Ave between Ten Miie Rd and Eagle Rd. The 201S model assumes the following projects: Franklin Rd, � lanes west of Ten Miie Meridian Main couplet Pine St connected between locust Grave to Eagle r developer responsibility Ustick Rd, 5 lanes east of Meridian Rd Ten Mile iC These project assumptions (and capacity constraints) contribute to the "low" growth travel demand on Fairview In 201.5. The 2030 model assumes additional capacity widening projects on Usticic Rd and Fairview Ave. the Zv15 and 2030 projects are only PLANNED not programmed. keep in mind t#�at ACHp i$ currently studying the Meridian/Main couplet Ph. 2 and Fairulew Ave Corridor. The Gty of Meridian is looking at an extension of East Ord fit, land use development and how it may affect the Main/Fairview intersection. M htga://bl 106fd_bIu 1 Ob.hotmail.men.Gom/cgi-bin�getms��curmbo�ooa000ao�o2d0000��o2d... 2/28i2008 1 E G 6� 171 227 Ul Sii' u Lit 761 60! 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