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HomeMy WebLinkAbout10bii CB48 COUNCIL COMMUNICATION TO: Mayor and Council FROM: Brook Bell DEPARTMENT: Community Development DATE: October 6, 2025 SUBJECT: CB 48 - Chick-fil-A Planned Unit Development Amendment DESCRIPTION: A Bill for an Ordinance for a Planned Unit Development Amendment at 3085 S Broadway for Chick-fil-A. The amendment is to allow for the construction of two canopies over the existing drive-through, the construction of additional paving along the eastern side of the site for a vehicle bypass lane, modified vehicular circulation internal to the site, and a widened drive- through entrance. RECOMMENDATION: The planning and zoning commission, at their August 5, 2025 meeting, made a recommendation to approve the Chick-fil-A Planned Unit Development (PUD) Amendment with the following conditions: 1. Preserve or provide Americans with Disabilities Act (ADA) compliant sidewalk along South Broadway. o The proposed project is not interfering with the current sidewalk configuration and the width of this current sidewalk has been verified as being ADA compliant. This condition can be removed, as it has been verified. 2. Protect view of mural in northern landscape strip. o Based on the City Council public hearing discussions, staff recommends a more objective condition. “No new plantings be added to the northern landscape strip that exceed two feet in height.” 3. Add two 2-1/2" caliper trees to the landscape plan. One each on the north and south sides of the proposed vehicle bypass lane. o The latest proposed PUD Landscape Plan has been revised to include the two additional trees; therefore, this condition can be removed, as it has been satisfied. PREVIOUS COUNCIL ACTION: Council approved the Chick-fil-A Planned Unit Development (PUD) on first reading December 2, 2013 and conducted a public hearing on December 16, 2013. City council formally approved the PUD and it was recorded on February 28, 2014. On September 2, 2025, city council conducted a public hearing on the proposed PUD. Page 211 of 1257 SUMMARY: The request is for an amendment to the existing Chick-fil-A Planned Unit Development (PUD) to allow for the construction of two canopies over the existing drive-through, as well as additional paving along the eastern side of the site along South Broadway for a vehicle bypass lane. Additionally, the applicant is proposing to widen the entrance to the drive-through lane and modify the current vehicular circulation patterns on site. The proposed modifications require that the governing PUD from 2014 be amended by the same process that new planned unit developments must follow. The original Chick-fil-A Planned Unit Development was approved in February of 2014. The property and business have operated successfully since completing construction in 2017. Chick- fil-A has experienced a significant increase in customers in Englewood and nationally. Many of their restaurants have implemented a second vehicle bypass lane, as well as canopies to provide shade for both customers and employees taking orders in the drive-through line. ANALYSIS: Surrounding Land Uses: The subject property is surrounded by a variety of land uses and zone districts. Directly to the north are MU-B-2 and MU-R-3-A zone districts that contain a retail framing store and associated parking. Directly to the west is MU-R-3-B zoning which supports Mixed Use Medium Density Residential but currently includes existing detached and attached dwelling units. To the south, the MU-B-2 zone district includes a convenience store with gas dispensing and various other commercial establishments. The former Walgreens site, which is currently vacant, is located to the east of the site. PUD Procedure: Planned unit developments and associated amendments provide flexibility in the development standards based on a detailed plan for a site or project. Planned unit developments allow for unique or innovative design or development concepts, better coordination of the project either internally or with surrounding areas, or otherwise offer public or community benefits beyond what can be achieved under the general standards. They also provide the option to include a variety of allowed uses that do not fit specifically into an existing base zone district. A PUD Amendment requires the applicant to conduct a pre-application meeting with staff and a neighborhood meeting with owners and tenants located within 1,000 feet of the proposed PUD Amendment. After the neighborhood meeting, a formal application is made to the city, and it is reviewed by city departments and any affected outside agencies. A public hearing is held before the planning and zoning commission and city council. Following the city council public hearing, there are first and second readings of a PUD ordinance. If the PUD Amendment is approved, there is a 30-day referendum period before it becomes effective. Neighborhood Meeting(s):  September 6, 2024: An initial neighborhood meeting was held at the nearby Malley Senior Center. The applicant presented the project and a community development department staff member was present. One citizen attended and there were some deviations from the standard public meeting process. Staff indicated another neighborhood meeting would be required. Page 212 of 1257  July 24, 2025: The applicant presented the project and took questions from attendees. This meeting was attended by a staff member and two members from the residential neighborhood west of the subject property. A meeting summary and sign-in sheet prepared by the applicant are included as Attachments 12 and 13. City Department and Division Review: City departments initially reviewed the proposed amendment to the previous Chick-fil-A Planned Unit Development at a development review team (DRT) meeting in April of 2024. Following the required neighborhood meeting, the applicant formally submitted the PUD Amendment on December 19, 2024. Subsequent DRT reviews of submittals were conducted in January, May, and June 2025. Permitted Uses: There are no significant changes to the permitted uses from the previously approved Chick-fil-A Planned Unit Development. The Table of Allowed Uses terminology has been updated to be consistent with the 2023 Unified Development Code (UDC). Zoning and Development Standards: A planned unit development is essentially its own zone district. The proposed amendment to the previously approved Chick-fil-A PUD is limited to the construction of two canopies over the existing drive-through as well as additional paving along the eastern side of the site along South Broadway for a vehicle bypass lane. Additionally, the applicant is proposing to widen the entrance to the drive-through lane and modify the current vehicular circulation patterns on site. From a zoning perspective, the main impact is the reduction of space between the east side of the building (drive-up window) and sidewalk on South Broadway. The applicant proposes landscape improvements to mitigate this impact. Landscaping and Screening: Sheet L1 of the PUD Amendment, "Enlargement 1" plan depicts the proposed landscape improvements along South Broadway and East Dartmouth Avenue. In order to mitigate the reduction of space between the east side of the building (drive-up window) and sidewalk on South Broadway, the applicant proposes the following actions:  A portion of the existing wall along South Broadway will be removed and a new wall will be reconstructed further east to accommodate the new vehicle bypass lane. The new wall will match the existing wall in both height and material.  Three existing deciduous trees will be removed from the existing landscape space between the building and South Broadway; however, three new 2.5' caliper deciduous trees will be installed along the East Dartmouth Avenue frontage. The applicant has also added two trees on the South Broadway frontage to the landscape plan, reflecting the planning and zoning commission recommendation.  New five gallon shrubs and one gallon perennials/grasses will be planted densely along South Broadway, including upright juniper evergreens planted approximately 15 feet on center.  Additional five gallon and one gallon infill plantings will be installed along East Dartmouth Avenue to increase the overall number of plantings and landscape area on the site. Page 213 of 1257 Public Works - Stormwater/Engineering: Stormwater/Engineering approved the PUD Amendment with additional comments related to construction requirements. A drainage letter from the applicant is attached. Public Works - Traffic: Traffic approved the PUD Amendment with additional comments related to construction requirements. A traffic study and letter from the applicant are attached. Planned Unit Development Review Criteria: Englewood Municipal Code Section 16-2-5.C states that PUD plans shall be reviewed based on the criteria below. Staff analysis for the proposed PUD Amendment follows each criterion, in italics. 1. The plan provides benefits beyond just the property and are not strictly to facilitate a project.  The Englewood Chick-fil-A restaurant has been operating successfully on this property since 2017. Its popularity with the Englewood community is evidenced by this request for a PUD Amendment to allow for additional employees and customers. 2. The deviations from the standards result in development that equally or better meets the purposes, intent, and design objectives of the code.  The proposed amendment meets or exceeds the standards of development outlined in the original 2014 Planned Unit Development. The amendment will provide additional landscaping beyond what is currently on the site under the existing PUD. 3. The flexibility proposed in the plan is based on one or more of the following additional criteria:  Improved multi-modal transportation, considering access to transit, bicycle systems, or walkable destinations.  Better environmental performance, considering energy use, water or air quality, and integration with natural systems.  Improved amenities for residents, businesses, or patrons, within the project or vicinity of the project. o This Chick-fil-A restaurant serves surrounding businesses, residents, patrons, and provides employment opportunities for the community. It is a destination on South Broadway within Englewood.  More efficient use of infrastructure and lower burden on public facilities and services.  Better integration of all elements of development, including streetscapes, civic spaces, infrastructure, buildings, accessory site facilities - both internal to the project and with surrounding properties. Compatibility with the Comprehensive Plan: The 2017 Englewood Forward Comprehensive Plan guides the private development community to invest in and build appropriately scaled projects in locations according to the existing layout of the city and the values of its citizenry. The comprehensive plan serves as the city's land use plan for 10 to 15 years, and it also serves as a policy document containing direction for the development of Englewood. Community Development determined that the Chick-fil-A Planned Unit Development Amendment is consistent with the following Englewood Forward Comprehensive Plan objectives: Page 214 of 1257 Work  Goal Work 1: Support local and regional businesses to build and maintain a diverse and compatible base of companies. o Objective Work 1-1: Develop programs and projects to actively retain existing commercial and industrial businesses.  The proposed PUD Amendment would expand an existing local commercial business that serves residents, employees, and Englewood visitors.  Goal Work 2: Build, attract, and retain a quality workforce. o Objective Work 2-5: Work to attract adult education programs to prepare a future workforce and encourage job creation.  Chick-fil-A sponsors a Remarkable Futures Scholarships program where restaurant team members across the United States, Canada and Puerto Rico are offered the opportunity to apply for college scholarships to pursue a higher education. COUNCIL ACTION REQUESTED: Approve a bill for an ordinance approving the proposed Chick-fil-A Planned Unit Development (PUD) Amendment. FINANCIAL IMPLICATIONS: Chick-fil-A has operated successfully since opening in 2017 and generates significant sales tax for the City of Englewood. Chick-fil-A is experiencing an increase in customers in Englewood and nationally. Many of their restaurants have implemented a second vehicle bypass lane, as well as canopies to provide shade for both customers and employees taking orders in the drive- through line. CONNECTION TO STRATEGIC PLAN: The proposed PDU amendment addresses the following strategic plan goals: Business Retention Develop, implement and maintain programs designed to retain businesses in Englewood. Business Climate Ensure a pro-business climate. ATTACHMENTS: 1. Bill for an Ordinance 2. PUD Plans 3. Landscape Plan 4. Canopy Drawings 5. Findings of Fact 6. Drainage Report 7. Drainage Letter 8. Traffic Study 9. Traffic Letter 10. ALTA Survey Page 215 of 1257 11. Special Warranty Deed 12. Letter of Authorization 13. Neighborhood Meeting Summary 14. Neighborhood Meeting Sign-in Sheet 15. Staff Presentation 16. Applicant Presentation Page 216 of 1257 1 ORDINANCE COUNCIL BILL NO. 48 NO. INTRODUCED BY COUNCIL SERIES OF 2025 MEMBER ANDERSON AN ORDINANCE APPROVING AN AMENDMENT TO THE CHICK-FIL-A PLANNED UNIT DEVELOPMENT (PUD), LOCATED AT 3085 SOUTH BROADWAY IN THE CITY OF ENGLEWOOD, COLORADO. WHEREAS, Chick-Fil-A, Inc. (“Applicant”) is the owner of the property located at 3085 S. Broadway, in Englewood, Colorado; and WHEREAS, the City approved a Planned Unit Development (PUD) on the subject property in January of 2014, and the business has operated at the location since 2017; and WHEREAS, the Applicant seeks an amendment to the existing PUD to allow for the construction of two canopies over the existing drive-through as well as additional paving along the eastern side of the site along Broadway for a vehicle bypass lane; and WHEREAS, in accordance with Englewood Municipal Code (“E.M.C.”) 16-2- 1(E)(5), City staff reviewed the proposed amendment to the existing PUD for compliance with Title 16 and prepared a report with recommendations for the Planning and Zoning Commission and City Council; and WHEREAS, pursuant to E.M.C. § 16-2-1(G)-(H), the Planning and Zoning Commission held a public hearing on August 5, 2025, reviewed the PUD amendment, considered public comment, approved it with conditions, and forwarded the matter to City Council with a recommendation for conditional approval. NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF ENGLEWOOD, COLORADO, AS FOLLOWS: SECTION 1. The Amendment to the Chick-Fil-A Planned Unit Development (PUD) is hereby approved, subject to the terms and conditions outlined in Exhibit A, attached hereto, and as set forth by the Planning and Zoning Commission. SECTION 2. The Applicant, Chick-Fil-A, Inc., shall comply with the following condition as amended from those recommended by the Planning and Zoning Commission: a. No new plantings shall be added to the northern landscape strip that exceed two feet in height; the existing plantings may remain. SECTION 3. The following general provisions shall apply to the interpretation and application of this Ordinance: A. Severability. If any clause, sentence, paragraph, or part of this Ordinance or the application thereof to any person or circumstances shall for any reason be adjudged by a court of competent jurisdiction invalid, such judgment shall not affect, impair or Page 217 of 1257 2 invalidate the remainder of this Ordinance or its application to other persons or circumstances. B. Inconsistent Ordinances. All other Ordinances or portions thereof inconsistent or conflicting with this Ordinance or any portion hereof are hereby repealed to the extent of such inconsistency or conflict. C. Effect of repeal or modification. The repeal or modification of any provision of the Code of the City of Englewood by this Ordinance shall not release, extinguish, alter, modify, or change in whole or in part any penalty, forfeiture, or liability, either civil or criminal, which shall have been incurred under such provision, and each provision shall be treated and held as still remaining in force for the purposes of sustaining any and all proper actions, suits, proceedings, and prosecutions for the enforcement of the penalty, forfeiture, or liability, as well as for the purpose of sustaining any judgment, decree, or order which can or may be rendered, entered, or made in such actions, suits, proceedings, or prosecutions. D. Safety Clauses. The City Council hereby finds, determines, and declares that this Ordinance is promulgated under the general police power of the City of Englewood, that it is promulgated for the health, safety, and welfare of the public, and that this Ordinance is necessary for the preservation of health and safety and for the protection of public convenience and welfare. The City Council further determines that the Ordinance bears a rational relation to the proper legislative object sought to be obtained. This Safety Clause is not intended to affect a Citizen's right to challenge this Ordinance through referendum pursuant to City of Englewood Charter 47. E. Publication. Publication of this Ordinance may be in the City’s official newspaper, the City’s official website, or both. Publication shall be effective upon the first publication by either authorized method. F. Actions Authorized to Effectuate this Ordinance. The Mayor is hereby authorized and directed to execute all documents necessary to effectuate the approval authorized by this Ordinance, and the City Clerk is hereby authorized and directed to attest to such execution by the Mayor where necessary. In the absence of the Mayor, the Mayor Pro Tem is hereby authorized to execute the above-referenced documents. The execution of any documents by said officials shall be conclusive evidence of the approval by the City of such documents in accordance with the terms thereof and this Ordinance. City staff is further authorized to take additional actions as may be necessary to implement the provisions of this Ordinance, and has authority to correct formatting and/or typographical errors inconsistent with the approval of this legislation by City Council. Page 218 of 1257 3 Introduced and passed on first reading on the 15th day of September, 2025; and on second reading, in identical form to the first reading, on the __ day of ______, 2025. Othoniel Sierra, Mayor ATTEST: _________________________________ Stephanie Carlile, City Clerk I, Stephanie Carlile, City Clerk of the City of Englewood, Colorado, hereby certify that the above and foregoing is a true copy of an Ordinance, introduced and passed in identical form on first and second reading on the dates indicated above; and published two days after each passage on the City’s official website for at least thirty (30) days thereafter. The Ordinance shall become effective thirty (30) days after first publication on the City’s official website. Stephanie Carlile Page 219 of 1257 CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE PROPERTY DESCRIPTION PER IIJL.£ cm,1Mm4ENI NO NCS-1161443-SP: LOT 1, SPEER'S BROADWAY ADDITION, RUNG NO. 2 1ST AMENDMENT, CO UNTY or ARAPAHOE, STATE or COLORACO. PRQP[RTY DESCRIPTION: THE SOUTH j or LOT 17, AND ALL or LDTS 18 THROUGH 32 INCLUSIVE , BLOCK 24, TOG ETHER WITH THAT PORTION OF VACATED SOUTH BROADWAY STREET ADJ OINING LOTS 25 TO 32 AS VACATED BY ORDIN ANCE NO . 4, SERIES OF 1923, AS RECORDED AUGU ST 11, 1977 IN BOOK 2632 AT PAGE 939, SPEER'S BROADWAY ADDITION. COUNTY or ARAPAHOE, STATE or CO LORADO, BEING MORE ADDITIONALLY DESCRIBED AS FOLLOWS, COMMENCING AT THE CENTER QUARTER or SECTION 34, TOWNSHIP 4 SOUTH, RANGE 68 WEST or THE 6TH PRIN CIPAL MERIDIAN, WHENCE THE CENTER NORTH SIXTEENTH CORN ER or SAID SECTION 34 BEARS N00'10'22"W A DISTANCE or 1314.25 FEET; THEN CE N59'35'56"W A DISTANCE or 58.07 FEET TO THE POINT or BEGINNING, POINT AL SO BEING 4.50 FEET EAST or THE SOUTHEAST CORN ER or LOT 25 IN SAID BLOCK 24; THENCE S89"17'51 "w ALONG THE NORTHERLY RIGHT-OF-WAY LINE OF WEST DARTMOUTH AVENUE A DISTANCE OF 270.36 FEET; THENCE N00'10'43"W ALONG THE EASTERLY RIGHT-OF-WAY LINE or SOUTH ACOMA STREET A DI STANCE OF 187 .50 F'EET; THENCE N89'19'55"E ALONG THE NORTHERLY LINE or THE SOUTH HALF or SAID LOT 17 AND THROUGH THE PLATTED 16 FEET WIDE ALLEY IN SAID BLOCI< 24 A DISTANCE OF 140.94 FEET; THENCE N00'10'33"W ALONG THE EASTERLY LINE or A PLATTED 16 FOOT WIDE ALLEY IN SAID BLOCK 24 A DISTANCE OF 12.49 FEET; THENCE N89'18'54"E ALONG THE NORTHERLY LINE or SAID LOT 32 IN BLOCK 24 A DISTANCE OF 129.44 FEET; THENCE S00'10'22"E ALONG A LINE 4.50 FEET EASTERLY OF ANO PARALLEL WITH THE PLATTED WESTERLY RIGHT-OF-WAY LINE OF SOUTH BROADWAY STREET A DISTANCE OF 199 .87 FEET TO THE POINT OF BEGINNING. CON TAIN 52,272 SQUARE FEET , (1.200 ACRES) MORE OR LESS . BAS IS OF BEAR INGS : BEARINGS ARE ASSUMED AND ARE BASED UPON THE EASTE RLY LINE or THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSHIP 4 SO UTH, RANGE 68 WEST or THE 6TH . PRINCIPAL MERIDIAN, BEARING BEING N00'10'22"W A DISTANCE or 1314.25 FEET BETWEEN THE MONUMENT SHOWN HEREON . BENCHMARK: CITY OF ENGLEW OOD BENCHMARK NGS-V409, A 3-5/8~ DIA. BRASS DISK SET FLU SH IN NE CORNER OF CONCRETE BRIDGE ABUTMENT AT THE NE CORNER or s. BROADWAY ST. AND HAMPDEN AVENUE (HIGHWAY NO. 285) INTERSECTION, BRASS DISK STAMPED "VERTICAL CONTROL MARK, V409, 1984 NATIONAL GEODETIC SURVEY". ELEVATION = 5.3.3.82 DATUM = NGVD 88. RELATIONSHIP TO THE CITY OF ENGLEWOOD'S UNIFIED DEVELOPMENT CODE : THE PROVISION OF THIS CHICK-FIL-A SHALL GENERALLY COMPLY WITH ALL APPLICABLE USE, DEVELOPMENT ANO DESIGN STANDARDS SET FOURTH IN THE UNIFIED DEVELOPMENT CODE OF TH[ CITY OF ENGLEW OOD THAT ARE NO OTHERWISE MOOIF'l[O OR WAIVED ACCORDING TO THIS REZONING APPROVAL WHERE ITEMS IN THIS PUD CONFLICT WITH THE UDC, THE CONDITION OF THE PUD SHALL PREVAIL THE PROPOSED REZONING MEETS THE FOLLOWIN G CRITERIA, THE PROPOSED DEVELOPMENT WILL MEET OR EXCEED THE DEVELOPMENT QUALITY STANDARDS, LEVEL or PUBLI C AMENITIES, OR LEVELS or DESIGN INNOVATION OTHERWI SE APPLICABLE UNDER THE UNIFIED DEVELOPMENT CODE or THE CITY or ENGLEWOOD, AND WOULD NOT BE POSS IBLE OR PRACTICAL UNDER A STANDARD ZONE DI STRI CT WITH CONDI TIONAL USED OR WITH A REASONABLE NUMBER OF ZONING VAR IANCE S OR ADMINISTRATIVE ADJUSTMENTS . THE APPROVED PUO ZONING SHALL NOT LAPSE, BUT SHALL REMAIN IN AFFE CT UNTIL SUPERSEDED BY A SUBSEOUESNT REV1SION or THE APPROVAL PUD DOCUMENT . SHOU LD ANY PAR T OF THESE REGULATION ANO STIPULATIONS BE DECLARED INVALID OR UNENFORCEABLE BY COUR T OR COMP ETENT JURISDICTION, SUC H DECISION SHALL NOT AFFECT THE VALID ITY or ENFORCEMENT or THE REMAIN PREV1SIONS or THESE REGULATIONS. RELATIONSHIP OF THE PUD TO THE PUD SITE PLAN: THE PREVISIONS OF THIS PUD WILL ESTABLISH ZON E DISTRICT STANDARDS WH OS E DETAILS or DEVELOPMENT WILL BE DELINEATED IN THE PUD SITE PLAN APPLICATION . MODIF ICATION AND AMENDMENT OF THE PUD SITE PLAN: THE PUD SITE PLAN MAY BE MODIFIED OR AMENDED AS PROVIDED IN THE SUBSECTION OR ENTIRELY WITHDRAWN BY THE LANDOWNER. THE CITY MANAGER OR OESIGNEE MAY APPR OV E, OR APPROVE WITH COND ITIONS, ADMINISTRATIVE MODIFICATIONS TO THE APPROVED PUD SITE PLA.N WITHOUT NOTICE TO THE PUBLIC. IF THE PROPOSED CHANGE DOES NOT PRODUCE ANY or THE FOLLOWING CO NDITIONS: 1. AN IN CR EASE IN GROUND COV ERAGE OF STRU CTURE S OF TWENTY PERCENT (20%) 2. AN IN CR EASE IN EXTERNAL EFFECT CONCERNING TRAFFI C, SAFETY, NOISE, OR PROVISION OF UTILITIES WHICH HAVE A SIGNIFICANTLY ADVERSE IMPACT ON THE SURROUNDING RESIDENTIAL NEIGHBORHOODS. 3. A REDUCTION OR INCREASE IN BUILDING SETBACKS THAT WOULD VIOLATE THE REQUIREMENTS OF THE PUD STANDARD S BY MORE THAN TWENTY PER CENT (20%) 4 . A REDU CTION IN THE AMOUNT or arr THE STREET PARKING BY MORE THAN 10%. ANY PROPOSED AMENDMENT THAT DOES NOT QUALIFY FOR REVIEW AND APPROVAL AS AN ADMINISTRATIVE MODIFICATION TO THE PUD SITE PLAN SHALL BE REV1EWED AND APPROVED AS THE SAME MANNER AS AN APPLICATION FOR A PUD SITE PLAN. AN APPLICATION FOR ADMINISTRATIVE MODIFICATION TO THI S PUD SITE PLAN SHALL BE SUBJECT TO THE ADMINI STRATIVE RULES AND REGULATIONS ESTABLISHED BY THE MANAGER DESIGNEE . ANY PROPOSED AMENDMENT SHALL COMP LY WITH THE CURRENT REGULATION AND STANDARD SET FORTH IN THE APPROVED PUO ZONE DISTRICT . CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT TAB LE OF ALLOW ED USES RESIPENIIAL, USES HOUSEHOLD LIVING -MULTI-UNIT DWELLING GROUP LIVING -GROUP HOME -SMALL -RESIDENTIAL CARE -LIMITED -RESIDENTIAL CARE -GENERAL PUBUC/INSTITUIIONAL, USES ASSEMBLY -NEIGHBORHOOD (<300 CAPACITY/ <1 AC .) -COMMUNITY (300-600 CAPACITY/ 1-5 AC.} -AUDITORIUM (600 + CAPA CITY/ 5+ AC .) CIVIC AND INSTITUTIONAL BUILDINGS -GOVERNMENT AND CITY -LIBRARY, PUBLIC -MUSEUM, CULTURAL -SCHOOL PARK ANO OPEN SPACE -PARK, TRAIL, CIVIL SPACE (SE E 16-3-2) TELE COM -ALTERNATIVE TOWER STRUCTURE -ANTENNA C0>,0.4ERCIAL, USES ANIMAL CARE/SALES -LIMITED, <2K O ND BOARDING -SMALL -2L-IOK OR LIMITE D BOARDING -GENERAL ->1D L OR BOARDING ENTERTAINMENT AND RECREATION -INDOOR / LIMITED (< 10K S.F.) -INDOOR/GENERAL (10 -20K+ S.F .) moo ANO BEVERAGE SERVICE -RESTAURANT -LIMITED (< 2K S.F.) -RESTAURANT -GENERAL (2 K S.F.) -RESTAURANT -TAKE-OUT/D ELIVERY ONLY -BREW PUB -CATERER LODGING -HOTEL RECREATIONAL ANO MEDICAL MARLJUANA AND NATURAL MEDICINE USES -MEDICAL MARIJUANA CENTER -NATURAL MEDICINE HEALING CENTER MEDICAL SERVI CE -LIMITED -(<10K S.F.) -GENERAL -( IOK-30K S.F.) -LARGE - HOSP ITAL CO MPLEX -(3DK+ S.F.) omcE -LIMITED (> 1DK S.F. OR <33% OF MU PROJECT) -GENERAL (10K-30K S.F.) -LARGE (30K+ S.F .) PERSONAL SERVICE -LIMITED (>2K S.F. OR <33% OF MU PROJECT) -SMALL (2K -IOK S.F.) -GENERAL (10K-20K S.F.) -LARGE (>20K S.F.) PERSONAL SERVICE -OTHER -MESSAGE THERAPY -MORTUAR Y -TATTOO AND BODY PIERCING -CHECK CASHING FACI LITY -SCHOOL / TRADE SCHOOL -STU DIO (BROADCASTING , RECORDING) -DEPENDENT CARE RETAIL -LIMITED (>2K S.F. OR <33% OF MU PROJECT) -SMAU. (2K -10K 5.F.) -GENERAL ( 10K-20K S.F.) -LARGE (>2DK S.F.) RETAIL GROCERY STORE -LIMITED (>2K S.F. OR <33% OF MU PROJECT) -SMALL (2K -10K 5 .F.) -GENERAL { 10K-20K S.F.) -LARGE (>20K S.F.) RETAIL ANO SALES-OTHER -CON SIGN MENT -LAR GE -CONS IGNMENT -SMALL -LIQUOR STORE -AUCTION HOUSE -INTERNET SALE S LOCATION VEHICLE AND EQUIPMENT USES -AUTOMOBILE , RV, EQUIP . SALES/RENTAL -AUTOMOBILE PAWN BR OK ER MANUEACJURINC/INDUSTRIAL, USES MANUFACTURING -LIMITED /ARTISAN SHE ET IND EX : Cl.O -COVER SHEET C1 ,1 -GENERAL INFORMATION C2 .O -ESC AND DEMO PLAN C2 .1 - ESC DETAILS C3.0 -SITE PLAN C4.0 -GRADING, DRAINAGE, AND UTILITY PLAN -WEST C4.1 -GRADING, DRAINAGE, AND UTILITY PLAN -EAST C5 ,0 -DETAILS L 1 -LANDS CAP E PLAN L2 -LANDSCAPE NOTES AND DETAILS LOT 1, SPEER'S BROADWAY ADDITION, FILING NO. 21ST AMENDMENT LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSHIP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, ,-- - I - - _J 0 CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO ---------- X 0 " I II I I I IFca - ;: ci - -- li----1 -- ' I ' ' " :::: I - I- - am -- 11=:1 === H VE W-- --=- -" ' - E - -~ -11 -- " -- -= -IF -,,-- --f--= ~ /L::::===:::-' v'L--1 -----. 1r--/..>J--~----LJ = I 1" = 500 ' V ICINIT Y MAP - I =­f-- I - f-- -I Hr1111run811111 0; f-,c'--1 t::::: J ,_ --- - < z --- _f---- f-- --- f--- f------- f----- f--- 11 - - HIE - - A\'E=:'.'.::~ -----~----- -- -[ TAB LE O F A LLOW ED S ET BA CK RE QUIR EME NTS BUILDING SETBACK REOUIREMENTS LANDSCAPE SETBACK REQUIREMENTS FR ON T, O' (SOU TH BROADWAY) FR ON T, 6' (SOU TH BROADWAY) LEFT SIDE , O' (W EST DARTMOUTH AVENUE) LEH SIDE : 5' (WEST DARTMOUTH AVENUE) RIGHT SID E, O' (R ETAIL & RESIDENTIAL) RIGHT SIDE, 8' (R ETAIL & RESIDENTIAL) REAR, O' (SOUTH ACOMA STREET ) REAR, 5' (SOU TH ACOMA STR EET ) PROJ ECT OWNE R/ AP PL I CAN T SIGN A TU RE I HAVE REVIEWED THE INFORMATION CONTAINED WITHIN THESE PLAN S ANO ACCEPT RESPONSIBILITY FOR THE REQUIREMENTS SET FORTH. PERMITEE/AFFILIATION PERMITEE/AFFILIATION NOTARY CERTIFICATE STATE OF COLORADO COUNTY or ARAPAHO DATE, DATE , THE ABOVE SIGNATURE OF OWNERSHIP WAS ACKNOWLEDGED BEFORE ME THI S ____ DAY OF _________ BY _________ MY COMMISSION EXP IRES ,______________ WITNESS MY HANO AND OFFICIAL SEAL NOTARY PUBLIC ADDRESS, AP PRO VAL FOR T HE CITY O F ENG L EWOOD PLANNING ANO ZONING COMM ISSION CHAIRPER SO N DATE PLANNING ANO ZONING COMMISSION RECORDING SECRETARY DAIE MAYOR OF EN GLEWOOD DATE THE FOR EGOING APPROVALS WERE ACKNOWLEDGED BEFORE ME THI S ______________ DAY OF ______________ A.O ., 20__ BY--------------•-------------- CITY CLERK CL ERK AND RECORD O FFICE THI S PLANNED UNIT DEVELOPMENT IS ACCEPTED FOR FILIN G IN THE CLERK AND RECORDER OF ARAPAHOE COUNTY, CO LORADO AT ______ THI S ___ DAY OF __________ 20__ RECEPTION NUMBER __________ BOOK NUMBER __________ PAGE NUMBER __________ CLERK AND RECORDER BY: DEPUTY ~ lu ~ a:5 (.) <( u..i0a: ~ m 0 ~ ~o3:,: • Cf) 00 a: <( 0 w 0~w D.. a: w Cf) m ...J • CJ<( Cf) I :8 z ...J w [[ 0 I C') ~ 0-:::r: 0 .. ...!! °"< ~~0 ~'u ·,: z t z"' 0 >:c ~1 ii 1 ~1 ~ ~ ~ •~ ~• • ~C C ~ 0~ • u • ••• 0 • ~ 0• • ~ ~" " u " •u E...I 0 ...I u•• C ~ 9:QI .c :::, QI ... .. C :, .c ·-0 IJI 0) VI ~ (I) ..C :, .a C w CN QI 0) (I) "' <t:> 0Ill C 00 N::::, ·--0 a, N 111 ~ C <{ N .r::. ::::, N $'. ~ 0) Ill t--[o C VI -N.. ... ' 111 0 N c::: U") Ill u 00 (I) N ~ :.:: "'" i----~-----.1 a • ~ /PUD MODIFICATION NARRATIVE: v 00 0 ~SITE IMPROVEMENTS WILL IN CLUDE RE-STRIPING THE EXI STING DRIVE-THROUGH LA.NE AND DKnow what's below. • CONSTRUCTION OF AN ESCAPE LANE AND FACE-TO-FACE CANOPY TO THE EAST OF THE EXISTING 0 E, ~ 1; ~ RESTAURANT. THE PROJECT WILL INCLUDE THE REMOVAL or THREE (3) TREES, RELOCATION or THE 0 Call before you dig. z ~• iS EXISTING WATER STRUCTURES IN THE LANDSCAPE SETBACK ON THE EASTERN SIDE OF THE SITE, ANO Di al 811 D 0 ~ "' q 8 RELOCATION OF THE SCREEN WALL OUTSIDE OF THE CURB LINE . IMPROVEMENTS AT THE ENTRANCE TO ~ c-.i ~ THE DRIVE-THROUGH SOUTHWEST or THE BUILDING, INCLUDING THE ADDITION or A FOUR CAR CANOPY. /0'------------------------------------'--------------------------------------------------------------------------------------------------------------1-----L---:=;_~~ SITE DEVELOPMENT PLAN SP EER 'S BROADWAY PUD AMENDMENT NO. 1 Ex h i b i t A Pa g e 2 2 0 o f 1 2 5 7 1.,1 1 I vr t.l~\.JLt.VVVVU, '-,VUI~ I I vr 1-\ril-l,l-lnVt. GENERAL SITE NOTES• 1. THE CONTRACTOR SHALL OB TAIN ANO HAVE AVAILABLE COPIES OF THE APPLICABLE GOVERN IN G AGENCY STANDARDS AT THE JOB SITE DURING THE RELATED CONSTRUCTION OPERATIONS . 2. CONTRACTOR SHALL ENSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINEO PRIOR TO COMMENCING WORK . 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION , DIMENSION ANO DEPTH OF AL L EXISTIN G UTILITIES PRIOR TO CONSTRUCTION WHETHER SHOWN ON THESE PLANS OR NOT. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE . ONLY THOSE UTILITIES WITH EVIOENCE OF THEIR INSTALLATION VIS IBLE AT GROUND SURFACE OR SHOWN ON RECORD DRAWING PROVIDED BY OTHERS ARE SHOWN HEREON . EXISTING UNDERGROUND UTILITY LOCATION S SHOWN ARE APPROX IMATE ON LY AND ARE SUBJECT TO A DEGREE OF UNKNOWN VARIATION. SOME UNDERGROUND LOCATIONS SHOWN HERE ON MAY HAVE BE EN TAKEN FROM PUBLIC RECORDS . BARGHAUS[N CONSULTING ENGINEERS, INC . ASSUMES NO UABIUTY FOR THE ACCURACY OF PUBLIC RECORDS OR RECORDS OF OTHERS. IF CON FLI CTS SHOULD OCCUR. THE CONTRACTOR SHALL CONSULT BARGHAUS[N CONSULTI NG ENGINEERS , IN C. TO RESOLVE AL L PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION . 4. IT IS THE RESPONSIBILITY OF THE CON TRACTOR TO REVIEW ALL OF THE DRAWINGS ANO SPECIFICATIONS ASSOCIATE D WITH THE PROJECT WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO THE SPECIFICATION S OR THE RELATIVE CODES, IT IS THE CONTRACTOR"S RESPONSIBILI TY TO NOTIFY THE PROJ ECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF CONS TRUCTION . FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJEC T ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS DEFINED BY THE DRAWINGS AND IN FULL CO MPLIAN CE WITH LOCAL REGULATIONS AND COD ES. 5. IT SHALL BE THE CONTRACTOR"S RESPONSIBILITY TO NOTIFY THE APPROPRIATE UTILITIES INVOLVED PRIOR TO CO NSTRUCTION . 6. INSPECTION OF SITE WORK WILL BE ACCOMP LI SHED BY A REPRESENTATIVE OF THE GOVERNING JURISDICTION . INSPECTION OF PRIVATE FACILITIES WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE OWN ER. IT SHALL BE THE CONTRACTOR 'S RESPONSIB ILITY TO NOTIFY THE INSPECTOR 24 HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUC TI ON . 7. PRIOR TO ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY THE CONTRACTOR SHALL CONTACT THE AGENCY AND/OR UTILITY INSPECTION PERSONNEL ANO ARRANGE ANY REQU IRED PRE -CONSTRUCTION •EETING(S). CONTRACTOR SHALL PROVIDE ONE WEEK MIN IMUM ADVANCE NOTIFICATION TO OWNER, FIELD ENGINEER AND EN GINEER OF PRE-CONSTRUCTION MEETINGS. 8. THE CONTRACTOR IS RESPONSIBLE FOR · WORKER AND SITE SAF ETY ANO SHALL COMP LY WITH THE LATEST OSHA STANDARDS AND REGULATIONS, OR ANY OTHER AGENCY HAVING JUR ISDICTION FOR EXCAVATION ANO TREN CHING PROCEDURES. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE "MEAN S AND METHODS" REOUIREO TO •EET THE INTENT AND PERFORMANCE CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVAT ION AND/OR TRENCHIN G PROCEDURES. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUAROS. SAFETY DEVICES. PROTECTIVE EQUIPMENT, FLAGGERS, ANO ANY OTHER NEEDED ACTIONS TO PROT ECT THE LIFE , HEALTH , AND SAFETY OF THE PUB LI C, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR . ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFE CTED. 10. PROT ECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ALL ADJAC ENT PUBLIC AND PRIVATE PROPERTIES AT ALL TIMES DUR ING CONSTRUCTION. THE CONTR ACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING UTILITY SERVICES THAT ARE TO REMAIN OPERATIONAL WITHIN THE CONSTRUC TI ON AREA WHETHER SHOWN OR NOT SHOWN ON THE PLANS. 11. TWO (2) COPIES OF THESE APPROVEO PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS . ONE (1) SET WITH RECORDS OF AS -BUILT INFORMATION SHALL BE SUBMITTED TO BARGHAUSEN CONSU LTIN G ENGINEERS, INC . AT COMPL ETION OF PROJECT . 12 . CONTRACTOR SHALL OBTAIN SERVICES OF A LI CENSEO LAND SURVEYOR TO STAKE HORIZONTAL CON TROL FOR ALL NEW IMPROVEMENTS. STAKING CONTROL SHALL BE TAKEN FROM ELECTRONIC PLAN FILES PROVIDED BY BARGHAUSEN CONSULTING EN GINEERS, INC . 13. CONTRACTOR SHALL REQUEST FROM BARGHAUSEN CONSU LTI NG ENGINEERS. INC .• PRIOR TO ANY CONSTRUCTION STAKING OR CONSTRUCTION WORK, A FORMAL CONS TRUCTION RELEASE PLAN SET OR SPECIFIC RELEASE IN WRITING . THE APPROVED AGENCY PERMIT DRAWINGS WILL NOT BE CONSIDERED CONS TRUCTION RELEASE PLANS BY BARGHAUSEN CONSULTING ENGINEERS, IN C. UNLESS BARGHAUSEN CONSULTING ENGINEERS, INC . HAS GIVEN A FORMAL WRITTEN RELEASE OR ISSUEO A CONSTRUCTION RELEASE PLAN SET. CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT LOT 1, SPEER'S BROADWAY ADDITION, FILING NO. 21ST AMENDMENT N LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSHIP 4 SOUTH , RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO ' [i] 0 15" 30" 60" " SCALE: 1""= 30' 16' WIDE PLATTED ALLEY BOOK 1O. PAGE 33 N0'10 "33"W 43 .96" . . . . .. .. . .• I" ·.c1N<, i ·;~ , ~ I .; \:\:·jj ·\ VACATED ~ zS <( ~ CD Cl) PORTION OF SOUTH BROADWAY ORDINANCE NO. 4 BOOK 2632, PAGE 393 . . . . . . . . . : . : . .. I -• • "-:/ . :· • • ''v.-·;.. .C J;--' ,:;; ,;)~..'.·;,J:;::-:,,,..,,:?,< { . . . . . • ,:-. ;, ,~,,._.,,,,;,·,-t.c-,7 . "'·~:;:-:-:,,:o -s·:"" _,, ·. CC'~ W DARTMOUTH AVE __j sag• 17"51.oo"W CLIENT CHI CK -FIL-A 15635 ALTON PARKWAY, SU ITE 350 IRVINE, CA 92618 TEL : (714) 866-1444 EMAIL: KARI.TERESA@CFACORP .C OM CONTACT: KAR I TERESA ENGINEER/ARCHITECT/LANDSCAPE MONUMENT PROTECTION NOTE: ALL EXISTING SURVEY MONUMENTS ARE TO BE PRESERVED PER COLORADO REVISED STATUES . IT IS THE CONTRACTOR 'S RESPONSIB ILITY TO EN SUR E THAT MONU MENTS ARE PROPERLY PROTECTED ANO/OR PERPETUATED . IF ANY OF THE MONUMENTS ARE DISTURBED OR ARE NEAR THE AREA OF CONSTRUCTION . A LI CENSED SURVEYOR MUST CONFIRM THAT THE MONUMENTS HAVE BEEN PROTECTED ANO/OR PERPETUATED AND THE APPROPRIATE DOCUMENTATION HAS BEEN RECOROEO . CONTRACTOR SHALL BE FULLY RESPONS IBLE FOR OBTAINING PERMITS F'ROM ANY JURISDICTIONS HAVING AUTHORITY FOR REMOVING AND REPLACING ALL SURV EY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY . UPON COMPLETION OF CONSTRUCTION , ALL MONUMENTS DISPLACEO. REMOVED. OR DESTROYED SHALL BE REPLACED BY A REGISTEREO LAND SURV EYOR. AT THE COST ANO AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THE SE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CON TRACTOR. LEGEND• PROPOSED EXISTING CURB AND GU TTER BARRIER CURB CONCR ETE FOUND PROPERTY CORNER BRASS DISCCURB LUMINAIRE (LUM .) ------EASEMENTS LIMITS FOUND PROPERTY COR NER A.C . CONCRETE t " • ' • I CON TROL PO INT AS NOTED FLAG POLECONTOUR --4J2 -- ~ ◊ @ • 0 ASPHALT SAWCUT CONTOUR ----432----- WATER --W'--- WATER METER GAS --G--- POWER --P--- PAINT STR IPE SCREEN WALL IMPROVEMENT BOUNDARY~ ELECTRICAL JUNCTION BOXWATER w HANDICAPPED PARKING CATCH BAS IN (CB)6. STORM MANHOLE (SDM H) STORM ST SANITARY SEWER MANHOLE (SSM H) SAN ITARY 5 SANITARY CLEANOUT GAS C GAS METER FIBER OPTIC FD TV PEDESTAL POWER UNDERGROUND E WATER GATE VALVE CONCRETE EDGE FIRE HYORANT (FH ) ZONE LOT LINE TELEPHONE PEDESTAL BUILDING LINE ORDER ING STATI ON CANOPY ----SIGN DIRECTIONAL ARROWEXISTING SCREENWALL BOLLAR DDECIDUOUS TREE CON IFE ROUS TREE,.(])HOSE 818 IRRIGATION BOXl'lELECTRIC PEDESTAL ELECTRIC CONTROL BOX [I [[j] @ ® ® [i;] 1'\ © Cf m cx:J = e•I] [I WATER MANHOLE ,F ROUND CATCH BASIN @) BARGHAUSEN CONSULTING ENGINEER S, IN C. 18215 72ND .AVE . SOUTH KENT. WA 98032 TEL : (425) 251 -6222 FAX : (425) 251-8782 CON TACT: JASON CAREY/MON IKA UEHLIN/JEFF VARLEY SURVEYOR AZ TE C CONSU LTANTS, IN C. 300 EAST MINERAL AVE., SU ITE 1 LITTLETON, COLORADO 80122 TEL : (303) 713-1898 FAX : (303) 713 -1897 CON TA CT:. JAMES LYNCH. P.L.S . GEOTECHNICAL GILES ENGINEERING ASSOCIATES, IN C. 733 W. TAFT AVENUE ORANGE, CA 92865 TEL: (714) 279-0817 FA X: (800) 445-3723 CONTACT: MICHAEL PISARIK. P.E. ESTIMATED EARTHWORK QUANTITIES: CUT: 70 CY FILL: 0 CY NET: 70 CY (CUT) AREA TO BE DISTURBED: 4,293 SF EARTHWORK QUANTITIES SHOWN ARE APPROXIMATE AND SHAU. NOT BE USED FOR BID. CO NTRACTOR IS RESP ONS IBLE FOR OB TAINING AN INDEPENDENT ESTIMATE FOR BIDDING OR CONTRACTING UTILITY CONFLICT NOTE: I "' ' I ~ N N 'o-b Ul I Dial811 Know what's below.0 Call before you dig.0 SITE INFORMATION EXISTING ON-SITE SUREACE AREAS TOTAL SITE AREA : TOTAL IMPERVIOUS : PERVIOUS AREA : 4 7.854 SF 37,872 SF 9,982 SF PROPOSED ON-SITE TOTAL SITE AREA: TOTAL IMPERVIOUS : PERVIOUS AREA : SURFACE AREAS 47.854 SF 38.294 SF 9,560 SF (1. 1D AC) (0.87 AC) (0.23 AC) (1.10 AC) (0.88 AC) (0 .22 AC) GEOTECHNICAL REPORT NOTES: 1. THE FOLLOWING GEOTECHNICAL REPORTS FDR THE SITE SHALL BE CONSID ERED PART OF THE SE CONS TRUCTION DOCUMEN TS: SOI LS REPORT : GEOTECHN ICAL ENGINEERIN G EXPLORATION AND ANALYSIS PRO JECT NO.: 4G-1305002 REPORT DATE : MARC H 10. 2015 PREPARED BY : GILES ENGINEERIN G ASSOCIATES, IN C. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT ALL PROVISIONS OF THE SOILS REPORT FOR THE SITE BE OBSERVED AND CO MPLIED WITH DUR ING ALL PHASES OF THE SITE PREPARATI ON. GRADING OP ERATION S, FOUN DATION. SLAB. AND PAVING CONSTRUCTION . 3. ANY PROVISIONS OF THE SOILS REPORT WHICH CONFLICT WITH INFORMATI ON SHOWN ELSEWHERE ON THESE DRAWINGS. OR WHICH REQU IRE FURTHER CLARIFICATION. SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ ENGINEER FOR DETERMINATION . 4. A REPRESENTATIVE OF THE SOILS ENGINEER SHALL BE AVAILABLE TO OBSERVE AND APPROVE THE EARTHWORK OPERATIONS AND TO VER IFY FIELD CONDITIONS AS WORK PROCEEDS . THE SOILS ENGINEER SHALL SUBMIT FIELD REPORTS CERTIFYING THAT THE METHODS AND MATERIALS OF THE EARTHWORK OPERATIONS WERE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOIL S INVE STIGATION AND THAT THE WORK WAS PERFORMED TO HI S/HER· SATISFACTION . 5. THE SOI LS ENGINEER SHOULD BE NOTIFIED AT LEA ST FIVE (5) WORKING DAVS PRIOR TO ANY SITE CLEARIN G OR GRADING . THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING TIHE LOCATION. DIMENSION . AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE CON TRACTOR SHALL HAVE ALL PROPERTY LINE S. CURB. SIDEWALK, STRUCTURES. CO NCR ETE PADS UT ILITIES AND SURVEYING THE HOR IZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION . AND ANY OTHER ABOVE GROUND PERMANENT STRUCTURE DEPICTED ON THESE PLANS STAKED THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 811 AND THEN POTHOLING ALL OF THE FOR CONSTRUCTION BY A LICENSED SURVEYOR. LICEN SED SURVEYOR SHA LL STAKE ALL ITEMS EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VER IF Y WHETHER US ING COORD INATE GEOMETRY (R ECTIFIED TO SITE CONTROL) CONTAINED IN CAD DRAW ING FILES OR NOT CONFLICTS EXI ST. LOCATION S OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE PROVIDED BY BARGHAUSEN CO NSULTING ENGINEER S, IN C. IT IS THE CONTRACTOR'SBASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION . IF RESPONSIBILITY TO RETRIEVE LATE ST CAD FILES FROM BARGHAUSEN CONSU LTING ENGINEERS IN C.,CONFLICTS SHOULD OCCUR . THE CONTRACTOR SHALL NOTIFY BARGHAUSEN CONSULTING REFLECTING ANY ISSU ED PLAN REVISIONS . BARGHAUSEN CONSULTING ENGINEER S SHALLENGINEERS, INC . TO RES OLVE ALL PROBL EM S PRIOR TO PROCEEDING WITH CONSTRUCTION . IMMEDIATELY BE NOTIFIED OF ANY DISCREPANCIES PRIOR TO THE START OF CONSTRUCTION . SITE DEVELOPMENT PLAN -SP EER'S BROADWAY PUD AMENDMENT NO . 1 EXISTING TOPOGRAPHY/SURVEY INFORMATION NOTE: CERTIFIED ALTA SURVEY DATED FEBRUARY 15. 2023 PERFORMED BY A2TEC CONSULTANTS. INC . HAS BEEN PROVIDED TO BARGHAUSEN CONSULTING ENGINEERS, INC . BARGHAUSEN CONSU LTI NG ENGINEER S, INC . HAS NOT VERIFIEO THE AC CURACY OR COMPLETENESS OF THE INFORMATION SHOWN . SITE DESIGN HAS BEEN BASEO ON ABOVE REFERENCEO SURVEY. PUD MODIFICATION NARRATIVE: SITE IMPROVEMENTS WILL INCLUDE RE-STRIPING THE EX ISTING DRIVE-THROUGH LANE AND CONSTRUCTION OF AN ESCAPE LANE AND FACE-TO-FACE CANOPY TO THE EAST OF THE EXISTING RESTAURANT. THE PROJECT WILL INCLUDE THE REMOVAL OF THREE (3) TREES, RELOCATION OF THE EXISTIN G WATER STRUCTURES IN THE LAND SCAPE SETBACK ON THE EASTERN SIDE OF THE SITE, AND RELOCATION OF THE SCREEN WALL OUTSIDE OF THE CURB LINE. IMPROVEMENTS AT THE ENTRANCE TO THE DRIVE-THROU GH SOU THWEST OF THE BUILDING, INCLUDING THE ADDITION OF A FOUR CAR CANOPY . HORIZONTAL CONTROL NOTE: ~ <( u.i0a: ~ m 0 ~o~ 3:,: • Cf) 00 a: <( 0 w 0~w a: wD.. Cf) m ...J <( Cf)• CJ I ...J :8 w z [[ 0 C')I -0 ~ :::r: 0 '5 "oE~ ...!! 00 ~~ u !.::! II o.• > t z"' :c - ~~1 i1 1 ~1 ~ ~~ ~•C C • ~ • ~ ~ 0 •• •0 •u • ~ 0•• • u ~" " ~ " ~ ...I t ~ ·-C O'I C cw 5l g, :::, ::2 111 ::::,"6, 1/1 ._ C 111 0 mu Ex h i b i t A Pa g e 2 2 1 o f 1 2 5 7 CIT Y OF ENG LEWO OD, COUN TY OF ARAPA HOE N ' ij] 20' 40 " "~----, SCAL E : 1 "-20' > ti ~ en > ESC AND DEMO LEGEND: l><I CONCRETE TO BE REMOVED ASPHALT TO BE REMOVED INLET PROTECTION TREE TO BE REMOVED CONCR ETE WASHOUT LIMITS OF DISTURBANCE PERIMETER PROTECTION CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT LOT 1, SPEER'S BROADWAY ADDITION, FILING NO. 21ST AMENDMENT LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSH IP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO 16" WIDE PLATTED ALLEY BOOK 10, PAGE 33 ~'!!,, "% I ~ " 'zO 0~ ~~ -V, 0 ~ m ,. Q " <;!m~Zm co ,:: !i !!/ ~ V,,, -0 mm() m,,z . p I_/)., 0 ,, ~o0 ,. -o m ,e ~ ,. N -< oi; 0 ~ z f '. I " : I • . ,.. s I t ~ " " " 0 " 0 " 0 .... . . . . ' ' ..., . r,'r,---c--j t .... .. '• . . ' -" .' . UTILITIES LOCATED . ..... . 'OUTSIDE EASEMENT ' -· ' ... ,. ' -.. 2 S89'17'51"W 27p .~6~ ., .. ➔ • • •••• "· ,:• _ .:i._.,. : • : · t ,, ;_+. _: ,: : -_-·: ..... ·; --~--• • ,:,: ••••~· •••••• • •• ·-~">.,t;; ....... ··-;. ·•-': . ' . . .. . . CAUTION! REFER TO OVERHEAD ----+--I POWER PROTECTION NOTE THIS SHEET 589 • 17 ' 5 1.oo-w • I • w DARTMOUTH AVE SITE SAFE I Y AND SECURITY NOTE: CONTRACTOR IS RESPONSIBLE FOR UTILIZING ANY MEASURES NECESSARY. SUCH AS TEMPORARY FENCING, TO SECUR E THE SITE FOR SAFETY AND SECURITY PURPOSES . INLET PROTECTION NOTE: GENERAL CON TRACTOR SHALL PROVIDE INLET PROTECTION AT ALL EXISTING AND PROPOSED INLETS AS NECESSARY TO PREVENT SILT-LADEN WATER FR OM ENTERING STORM DRAINAGE SYSTEM . COORDINATE PLACEMENT WITH DEVELOPER AND AS DIRECTED BY CITY IN SPECTOR . SEE DETAIL SC-6 ON SHEET I I CONSlRUCTION SEQUENCE: THE APPROVED CONSTRUCTION SEQUENCE SHALL BE AS FOLLOWS : 1. CONDUCT PRE-CONSTRUCTION MEETING . 2. FLAG OR FEN CE CLEARING LIMITS . 3. POST SIGN WITH NAME ANO PHONE NUMBER OF ESC SUPERVISOR. 4. INSTALL DRAIN INLET PROTECTION ON ALL DRAIN INLETS THAT ARE WITHIN 500 FEET OF THE PROJECT OR COULD POTENTIALLY RECEIVE SURFACE RUNOFF . 5. INSTALL PERIMETER PROTECTION. 6. CL.EAR, GRUB ANO EXCAVATE FOR PROPOSED IMPROVEMENTS . 7. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF ENGLEWOOD STANDAROS AND MANUFACTURER'S RECOMMENOATIONS. 8. RELOCATE EROSION CON TROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY ESC MINIMUM REQUIREMENTS . 9. STABILIZE ALL AREAS THA.T REACH FINAL GRADE WITHIN 7 DAYS. 1 0. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS . UPON COMPL ETION OF THE PROJECT. AUL DISTURBED AREAS MUST BE STABILIZED AND BEST MANAGEMENT PRACTICES REMOVED IF APPROPRIATE. ' . . ; . . ,• ~ .. :· . ----1~ _·,:.:.: '. .··, ·' ·.. _. . .: ..... . .. . . , .' ... - 6 -~:·· ·.· :-.-- ·_r"... .',;,_·_ • VACATED PORTION or SOU TH BROADWAY ORDINANCE NO. 4 _. . BOOK 2632, PAGE 393 , . ... _J © DEMOLITION NOTES: 1. EXISTING CHICK-FIL-A BUILDING TO REMAIN . 2. EXIS TI NG CURB TO BE REMOVED ANO DISPOSED OFF-S ITE . 3. SAWCUT LINE. TYP. 4. EXISTING CONCRETE PAVEMENT TO BE REMOVED ANO DISPOSED OFF-SITE. 5. PROTECT EXISTING INLET TO REMAIN. 6. PROTECT EXISTING SITE LI GHT TO REMAIN . 7. PROTECT EXISTING TREE TO REMAIN . B. EXISTING TREE TO BE REMOVED AND DISPOSED OF OFF-SITE . 9. EXI STING PAINT MARKING TO BE REMOVED . I 0. DEMOLISH EXISTING CURB RAMP AND DISPOSE OFF -SITE . 11. DEMOLISH EXISTING CONCRETE CURB ISLAND. 12. EXISTING MENU BOARDS ANO OVERHANG TO BE REMOVED AND DISPOSED OFF-SITE AT DISCRETION OF OWNER. 13. PROTECT EXISTING GAS LINE TO REMAIN. 14. PROTECT EXISTING UNDERGROUND POWER LINE TO REMAIN . 15 . DEMOLISH EXISTING ASPHALT PAVEMENT AND DISP OSE OFF-SITE. 16 . EXISTING IRRIGATION STRUCTURE TO BE RELOCATED. SEE SHEET C3.0 AND LANDSCAPE PLANS FOR PROPOSED RELOCATION. 17. EXI STING WATER METER AND SHUT-QFF VALVE TO BE RELOCATED . SEE SHEET C4 .1 FOR PROPOSED RELOCATION. 18. PROTECT EXISTING IRRIGATION STRUCTURE TO REMAIN IN PLACE. 19. PROTECT EXISTING SANITARY SEWER LINE TO REMAIN . 20 . PROTECT EXISTING FIBER OPTIC LINE TO REMAIN . 21. PROTECT EXISTING DIRECTIONAL SIGN TO BE RELOCATED . SEE PROPOSED RELOCATION ON SHEET C3.0. 22. DEMOLISH PORTION OF EXISTING SCREEN WALL AND DISPOSE OFF-SITE. 23. PROTECT EXISTING HEIGHT CLEARANCE BAR TO REMAIN . 24 . PROTECT EXISTING STORM LINE TO REMAIN . 25. PROTECT EXISTING CLEANOUT TO REMAIN. 26 . PROTECT EXISTING SECTION OF WALL TO REMAIN . 27. EXISTING SIGN TO BE REMOVED. COORDINATE WITH OWNER ANO SIGN PLANS FOR REUSE/REPLACEMENT . 28. PROTECT EXISTING BUILDING MOUNTED SWITCHGEAR TO REMAIN . CD EROSION CONTROL KEYNOTES: I . INSTALL TEMPORARY DR.AINA.GE INLET SEDIMENT CONTROL ANO STORM DRAIN INLET PROTEC TI ON AT ALL EXISTING DRAINAGE INLETS AS REQUIRED TO PREVENT SILT-LADEN WATER FROM ENTERING STORM DRAINAGE SYSTEM; PER USDCM STANDARD SC-6. SEE DETAIL SC-6 ON SHEET C2 .1. 2. INSTALL TEMPORARY PERIMETER PROTECTION TO PREVEN T SILT-LAOEN RUNOFF FROM LEAVING SITE PER USDCM SC -5 ANO SC-1 . SEE DETAIL SC -5 & SC-1 ON SHEET C2.1. LOC ATE PER PLAN AND AS DIRECTED BY THE COUNTY INSPECTOR. 3. INSTALL CONCRETE WASHOUT PER USDCM STANDARD MM-1 . SEE DETAIL MM-1 ON SHEET C2 .1. ADJUST AS NECESSARY DURING CONSTRUCTION . 4. APPROXIMATE LIMITS OF DISTURBANCE . OVERHEAD POWER PROTECTION NOTE: THE CON TRAGTOR SHALL CONTACT XCEL ENERGY PRIOR TO CONSTRUCTION TO CONFIRM OVER HEAD POWER CLEARANCE REQU IREMENTS, ANO ANY RESTR ICTIONS OR REQUIREMENTS RELATING TO GRADING ACTIVITIES NEAR THE EX ISTING UTILITY POLE. EROSION AND SEDIMENT CONTROL NOTES: I . AUL EROSION AND SEDIMENT CONTRO L MEASURES SHAUL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE CURRENT EDITION OF THE URBAN STORM DRAINAGE CRITERIA MANUAL AND CITY OF ENGLEWOOD REQUIREMENTS . 2. EROSION AND SEDIMENT CON TROL BEST MANAGEMENT PRACTICES (BMPs) SHAUL BE INSTALLED ANO 1,tAINTAINED YEAR-ROUND THROUGHOUT THE DURATION OF THE PROJECT , 3. ALL DRAINAGE INLETS IMMEDIATELY DOWNSTREAM OF THE WORK AREAS ANO WITHIN THE WORK AREAS SHALL BE PROTECTED PER STANDARD DETAIL SC-6 WITH SEDIMENT CONTROL YEAR ROUND. 4. ALL AREAS DISTURBED DURING CONSTRUCTION BY GRADING, TRENCHING, OR OTHER ACTMTIES, SHALL BE PROTECTED FROM EROSION YEAR ROUNO DURING THE DURATION OF THE PROJECT. HYDROSEED, IF UTILIZED, MUST BE PLACED BY SEPTEMBER 15. HYOROSEED PLACED DURING THE WET SEASON SHALL USE A SECONDARY EROSION PROTECTION METHOD. S. SENSITIVE AREAS ANO AREAS WHERE EXISTING VEGETATION IS BEING PRESERVED SHALL BE PROTEC TED WITH CONSTRUCTION FEN CING . SEDIMENT CONTROL BMPs SHALL BE INSTALLED WHERE ACTIVE CONSTRUCTION AREAS DRAIN INTO SENSITIVE OR PRESERVED VEGE TATION AREAS . 6. SEDIMENT CON TROL BMPs SHALL BE PLACED ALONG THE PROJECT PERIMETER WHERE DRAINAGE LEAVES THE PROJECT. SEDIMENT CONTROL BMPs SHALL BE MAINTAINED YEAR ROUND UNTIL THE CONSTRUCTION IS COMPLETED OR THE DRAINAGE PATTERN HAS BEEN CHANGED AND NO LONGER LEAVES THE SITE. 7. EFFE CTIVE EROSION CONTROL BMPs SHALL BE IN PLACE PRIOR TO ANY STORM EVENTS. 8. CONTRACTOR SHAUL INSTALL AN EFFE CTIVE COMBINATION OF EROSION AND SEDIMENTATION CONTROL BMPS TO CONTROL THE DISCHARGE OF POLLUTANTS FROM THE PROJECT SITE. WHAT HAS BEEN DEPICTED ON THESE PLANS IS ONLY THE MINIMUM REQU IRED TO CONTAIN SILT LA.DEN STORM WATER. CONTRACTOR MAY BE REQUIRED TO MODIFY OR IMPLEMENT ADDITIONAL ESC CONTROLS THROUGHOUT CONSTRUCTION . z ~ <( u..i<( 0...J ~0.. a: m 00 ~ ~o::::i! w 3:,: • 0 Cf) 00 a: <( 0 0 w 0~z w<( 0.. a: w 0 Cf) m ...J • c:,<( Cf)Cf) zw I :2...J w [[ 0 I C') ~ 0-:::r: I 0 F ... ...!! -o "N ~~0 ~ Iu · ,: I t z"' 0 ->:c ~1 ii ~ ~1 ~ ~ ~ ~ ~• • ~C " ~ 0~ • u " ••• 0 • ~ 0• " ~ ~0 0 u 0 •u E...I 0 ...I u•• CIll 9:... QI .c ::, QI ... .. C :, .c 0 IJI·-0) VI ~..C "' .a:, C w C N"' "' QI 0) <t:> 0Ill C tO N ::::, ·--0 a, N 111 ~ C <{ N .r::. ::::, N $'. ~ Ill t--[o0) C VI ·N... ... . 111 0 N c::: U") Ill u tO (I) N ~ :.:: "' " ~ co•D E, ~ •z • q~"' D 0 C\I C\I~ 0 "'r <C w 0 ~ SC <C " -~ -0 ITT N 0 N...__ ITT ..... ~ ~•u z w I v 0 ~ N N / ~ C " C " ~ C / " v 0 ~ N N / •0 0 0 N N / ~ SITE DEVE LOPM ENT PLAN -SP EE R'S BROADWAY PUD AMENDMENT NO. 1 Ex h i b i t A Pa g e 2 2 2 o f 1 2 5 7 • • CIT Y OF ENG LE WOOD , COUN TY OF ARAPA HOE CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT LOT 1, SPEER 'S BROADWAY ADDITION, FILING NO. 2 1ST AMENDMENT LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSHIP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO SC-6 Inlet Protection (IP) Concrete Washout Area (CWA) MM-1 SC-5 Rock Sock (RS) □0 J/1 8 Vi' (MINUS) CRUSlifD ftOCK £NC..0SEO fW WIRE MESH IJ!:" (!-Jl.N\IS} l'.::RI.JSMED ~Cl/sa: ROQ( soa,: D£1!lt(lN ENCLOOED fr,! Ifill£ t,fES'HDETAIL f"O!I .JOINlTll>lG 11:;• t'iNl'lER I3X8"11N. "'""' __ _j 'I" TO 6" WX AT 1• ~N. 'CURllS, OT!iffill,1Si::J ;! To" ON lilfJlRl'Xl< OR.......-1 WR£1 ~L(J' 6.''...-10" llfl'ENOINOL~ SURF~ 1~ 2''1<~' WOOD IN WIL Ort tx?tCl:00 sruo SEDlfJOO LOIIDS I IIP-1. BLOCK AND ROCK SOCK SUMP OR ON GRADE ROCK SOCK S ECTION RO CK SOCK PlANCONCRETE WASHOUT AREA PLANINLET PROTECT ION COMl'il,(;TEO BER"4 AAIOUNO ~ PEfa METER A.IN CM' !1,T JOJNJ $1-WJ. 8/:. F'IIJ.EO wrrn Nij AO(Q~f(Bl.PP: ANQ C\JRB: SOCK !i'llfl PROIE:cTlC!{ !NSTMUI.TION !:!OTES AAIOUNf Of Jij" (Ml/'tUS)' {lijlJSJ-1!0 ROCII HID WIW'f!£0 ~--WIIH AOOITION"'1 WIRf. MESH SECUREO ro itJ;.OS Of f!OCl<a I., SU: r.00( SOOil: 0£SIGN 0£UIL ,(JR 1~1ST&l,l;flCJNI RfUJ!REIJrrN~. RElNFORCE!l 90C~. AS olN AL'fUlNATIVE 10 Fill.ING JQJl'<fSL....::::: .li' l.ll.'N. ~1 aETWEEN _.OJOl'-HNG; ROCK SOO(S Willi CRUSH£0 ROCK .\ND 2. COt<'.RSt ''O~" BLOCKS Sf-WJ. 6E ~(! OH THEIR :SIDES AAowm ·ti£ INLET IN ,, ?:'I ---,...--L-..,-~ >1"' ADOOIONAL WIRE WRAPPING, ROCK SOCK'S CAN 0E Sl llllLf ROW,. "'-l'Utl!NG ONt AHOlliOI WITH fHE -OF'l!:N END Fi\QNO A'Nlir (!\OM Tltii<: CO!ffl .. I! JU~ MIN, I \'ElilCLf mACMlf.lG O-.O..v,;>F'EO ~l'l'f'ICIIU-Y )2-Jll.CH OVO!l.N") TO ,WOO GAPS.. • COMflWIL (5EE vrc J, ORA.va BAC,S $~ EE PLACEll NIOU NO CONoo:TE ~-o.csa~ <'S~tT!NU Otl€. MIO.HER .I\NO J01mEP TOGETHER IN ACCOROANCE \fJrltl ROCIK SOC:111: DESDN t!Ef,l!L ., SECllON A OET•t 1 OAADATION T.A81.$: MINJM.Ul,I 0~ M,t,SS P£RC£NT P,t,SS~SJM'il?E~-----,, lWO C\..IRB CWA-1. CONCRETE WASHOUT AREA soumr MESH si~ .SOCI\S I\P?ml)( JO OEQ, ~!.OCl/o: ANJI HgCt;: ,~ lM t ET r r • ?~EtnON{stE OEli\L lfl-n CWA 'iNSr.-.u.noN N(Hf;S NO, i.ROCK SOCK JOINTING . \-\---I I L Sff f'I.J,,t,I ~EW fOR : ~ -<'!NA INSi,1,LU.TKlN LOC,l,TION . w oo -100 "'" '• 20 -55 l... 00 l'tOi LOCATE AN !JNUN!D CWA WITH!tl -100 '' OF AAY NATUMI.. □ MW.l'.JE PATHWAY Off .. 0 -1~ W,UO,OOOY. 00 ,NOi LOCATt Wl'f)I IN 1,000' OF l\tJIY WLL.5 OR Cl~NKINO WATER SiOIJl'ICES, IF' ~-SIi£ CONSfAA.INTT. MAKE THIS WF'EAS!Sl.E:, OR r,r rOO rl L)r' P€fl:IJF.Jal.E SOILS: rx1sr OH S11!'., "-' f}l( CY1A MVS T 8£ INSTM.I.EO WiITH /IN lr.tPER~E>\ELl IJIIER {1B MTL i,t l~. U/IC~SI OR BOCK SOC'ti ltfflt!UATI0.11 NOTES MATCHts 'Sf'E0Ae>;TIOl'lS FOR t«:l. + su ~F'AC£ STilRACE AU'EFINll"TWES IJSINC PffEF'.l'<Bfl!Cl\lE(J) CONICR'.£\E WA!'HOUT OE\!ICES OR ,. 00!\~E ACCMEGATE F'Off OONC.:RETE f'~ MSHfO /i,HJ , /\LL ..OCK S!,\l,,U El£llNEO ...SM CROU~O $rOfW.l£ AR:11'. SHOULD ae USED, 1 . SEE fi'.>L.ANj YICW R:lR: -UXATl()Po?{S) Qf' ~OCK SQC!o@, nw.:nJAfi> l"ACE, >ti. SlllE'S. J , THE <:WA SHAL.L SE INSf~O r'R IO" TO CONCil:CTE ?1.ACJOJOlf 001 S!Tt.IP -2, CURB ROCK SOCKS UPSTREAM OF 2, C~SHEU ROCK SHALL 9E 1/!=' (~~5) IN Sil( WITH " rFtACTIJll6tl f'NZ. (At.L. SlilES) 4 . CWA $H,IU. INCi.LiO£ A RAT SVBSUff'AC~; ffi WAT IS AT 1-iASf 8' F.1( 8 ' SUWCS .MllrJ 5.1-'Wl., COW'LY WIT11 GRADATIC!>I SHOWN ON TH IS SHW (1J1:• ~JNUS}.IN LET PR Ol EC TION LOOtt,IC OOT or n.e .SUBSURF),Cl': PIT SH.4U. .E£ !lrl o.~ rit.ATT~R. TH£ F'L'T SHALL BE ,U J . l'J\RE. I\IE$fil SHM..L l3E fAOOIClifl:D 0 1' 10 o.G£ POULJ'RV MESH, Oil IEQ\!11/~'0lll, Will-I 1,d.Jfill ROCK SOCK 1N1.1;T PMITTTION INSTIH,•ifOO 'lOJUi LUST J' DIV'~ !,j.-,XIMU ~ Ol'~tflf\lO Of'°».", ""CO'-'M~oorn 1,IINIMUM !'a)(j_ Wll'll'H CF' +e ~ 1 , S(E; ROOC SOC!t IXSKiN Oi;'.T"\\. l~n,l.liflO~I @.;O!J lfl~. 5 , 0ERM S\IRROUlfOING-SlDCS A)'/O IW:K Of TliE G»'A S.H,,tri.L I-WE" MIN !M'U l.il HEIQ{T OF l '. 4,, \'Ml! t\l~I !iHAU. l3f. Si,OJRU] U:511-!0 "HOG RINGs" Oft ~Ill; fES" ~r 6 " CENTERS 2, PL.ACJ,Mi::NT Of DI( SOCK $HAIJ_ BE N"PAO>Ut>JAfil'r JO oem,m: ·~ PENP0-IDlC'IJU'1 6. \0-l"!CLE TRA{)IClfo«l P"'1l Sl-ia,t.J.. 8E Sl.Of'EO Z'lt TUW.-iROS rHE: ~. IIWNG AU. JOll'iTS /IND .Q 2~ CDffERS ON £1'fOS Of ·.soocs. IN TW-: Of'f'OS/fE OIR£C'l1~ Of FLOW. J, SIG-NS SHA\.l. BE PWED Af T)-(E COi'olS1RlJCHOk F.ffl!W<CE, Al" l HE CWA. ..,_'10 !t SOME ~UNIClf'Jllmts M,l,Y M..LOW Wt use: Of" FlLTE'R tABF!IC AS N-1 A!JU!NAll\€ ro W>RE J , ~Cl(~ /,f,t. ro st Pl..iJSH WIIH TH(;; C'JRa Nm SIPACW h ~INl i\lUM Of 5 faT /\PAAl. El.S.EWHE'llf: AS e;u:e.;~y ro C:LU.ftt:t INOU!.UI: 1HI: LIXAn m, Of rnf'. C.WA TO OPE'.RATO!{S MlSSl:<1 fOR THE ROCI( a«'.:l.OSURE: Of O'lHCM:ll'. iYlutKS AND flllt.lP RMS, 'I , t,,J !LAS'! two. CURB SOCKS IN '.arnlf'S I.RE: ¥QUli;lEfil UPS11,EAM OF' ON-GR/DE ll',/LEl'Si . RS J. ROCK SOCK PERIMEfER CONTROL 8, use O:C,o,V11l!:D W.TERIN. fOR PERIMETl:N aeJIM COrl$ffiUC"BrJ~I. IP--4 Url;ian Drainage and Fk,od Col1tr{)I District. August 201 3 Novcrobcr 2010 Urban braio.agc 1md Flood Contro l District CWA-3 RS-2 Urban Drai1rngc and Flood C'optrol Di s1rict Novcn1bcr20lQ Urba n Stonn Drainage Criteria Manual Volume 3 Urban Stom1 Drainage Criteria Manual Volumt': 3 Urban Stum1 Drainage Criteria Manual Volume 3 SC-6 Inlet Protection (IP) MM-I Concrete Washout Area (CWA) Rock Sock (RS) SC-5 IP-]. Roc k Sock In le t Protection for Sump/Area Inl et IP4. Silt 'fence Inlet Protection /Or Sump/Area Jnkl ~ z5 <( 0a: m ~ CJ)a: w w ll... CJ) <( I ...J [[ I ~ 0-:::r: 0 u..i ~ 0 ~os:: -00 <( 0 0~a: w m ...J •CJ) C,z w:8 0 C') GIYA hl';lf:JIDWiCf NQIFS ROCK "OCK MAIUTEN/!NCf' NCIFSTl'-5 . Over-excavation Inlet Protection 1. lfliSl"t:ct i!MPli 'lo-',tll YiORl(D),,Y , AMO 'il,Al!Nl1UN THO!! IN !fFt!'(:11\ilc OPEMllNG CO~illfm~1 . 1. INSl"t-ef BMf.>&-E~H WORl<OtlY. AND M/,!Uf.t,IN THO! ~ Eff£CTM: OPE!¥,Tlf,IG C!JNDJTTON, MA~ Or BMPs' .SltOUlfl l!E ~E, NOf ~EN:~ IHSPfC:f BNP,,, .AS SOOH Mi MMIITENmCf OF ~ !;l,lllllD BE Pl!~~ NOT W.AC'IM:. IM5e'ECf ~~ l,S !Om! ASIP•6. Straw Ba le lnlet l"ro1ecti cm for Sump/ Area lnl ei. POSSIELf (N4D .I.L'l.!AYs wmtll't 24 t!Oi.J'RS) fOLLOMflG A STOl'l &I THAT C'JJSCS S!JIWACC F'OSSIBU:: {Nm M.WA-YS 'ilt7lllN 2-t HOU'5l rotLOWiNG A ST'Omi ffl.\T CAUSES SURF'ACE EROSiON, ANU PERFORM ~ MNHTENlt,l.!t:E. mog~, Mm FERFORlo! NECE:SSN'l"I' WIIM'EN,/INCE . CW-I. Culvert [o \ct Protection '2 . . ~YOO OOS[RI/A'flCf4S »lD IJJ,itmN/ll',JCE AAE W.:.C~SfflY ro MIAINTAIN !IMP~ IN 2. FRfQll~ OOSEJNAl,IONS ANO !JA!~TEN#K:t JoRE NECE5SAR'I: TO NAlt'TAfN ef,IPl't !N tffc:CTM: OPERATING CONOmo,c IJ,lSl'ECTIO~IS· ANO OORi!a:TtvE ME'IWRES SHOULD BE EIFfEC'JiVE Cf'EPADIG C'Ol>iDmo,i. INS~el'lONS MO COllJ!ECTNE jJUSIJ~EZ SHOULC BEPropriety inlct protection devices should be insta llOO in accordancc ,,ith manufacturer specification s. ootuMENTEO TMOROUC~LY. 00(:(j~ Tll«)R:QUQILY. J . WHERE ~ HAVE fAILED, REPAIR OR IREPL.ACOIOO S810ULD 11£ ll'lffilo\rm u;,orr J. WHE'.At IBMf's HA.\IE f'AILED, REPAIR OR REPI.ACEME)IT StK)JLD ac: lt,ll'flATED UPO~More informa1io n ii provided bdow 011 sel ect ing inlet protection for sump and on-grade locations. 01SW'v(lff Of Tl< lfl'«-Um:. IJt~ OF THE FAlUIRE. 0.4 _ fHC CWi\ SH.lil. ,f,£ REfWRED, CL~. OR ~Ell ~ tlECESSAW fO Mlllfllf/ZIN 4. R(IQ( S(JC;i(S ~AU RF. Rf;P&,AC!,ll IF TI1F.V Bl,COl.lii HFA't!l.'1' SOil ffi, OR l)MAAQ,0lnJets Loc11ted in a Su.m p -o 0 C'N'ACIT'f F'OR CONCRITE WASTI:. CONCRIT!i: MATllli'il"AbS, ACCUll!IULi\lm IN !PIT, fillAli, 6E BEYOl'ID REPAIR. .!! C N 0 ~REMOVED ONCE Tl-iE IJ/,TERIALS HliVE" Rc/lCHED f,, DEIFiH Cf 2'. ~ I t:u ·,: . ·" zWhen app lying inlet protection in gurnp conditions, it is importam that ihe inlet continue to function 5. SWIMOO-IICCUJ,MAfW Ul"SlREAM 'Of ROCK SOCKS SHALL er llENQ\'£0 AS Nfm--::D TO 0 -~ 5 . CONCRETE Wi\SHntJr WATER, NA-mt 11'1.ECffi OF rotOC:R& .lltllO N-L DliHffi OffiRIS ~INTAIIII F'J~N,11..rrl' or TH( BMP.. rYPICAt.LY WHDI Otl'Tli Of' f\CCWUI.ATEO SE'OlhlENiS "' during larger runoff events. For curb inlets, the maximum height of the proleclive barrier should be lower :cIN ft;E Sl.18stJRFAG£ PIT SIW.L BE ffif.NsPORTIED F'ROAI n-lE JOB SITE IN A WATER-TIGHT IS <\f'f>ROi,:j~filY J!i OF ll'>'E HEIGH'T Of T'HE ROCK -SOCK ,limn the top of the curb opening to allow overflow into the inlet during larger slom1s without excessive cotl'flli~ER Nm OISPOSW or fl(«JPfRI.Y. a. ROCK SOCi<S ARE. TO Rf'Ml,ll<,I lN Pl.XE UNTIL THE. UPSTREAM OiSTtl'RBED f>RE./1,, islocaliZcd floodin g. Ifthc i11lct protection height is greater than the curb clc"va tion, particularly if the filter 8.. fllE CWA SfY,U. ,il.El!IA!M IN PLAC£ Uf1TI L AU. CONCRETE fOR THE f'ROJECT ts PLACEO, ST1'BIUZEO AND ,IPf!RC~ 6'I' Tl!E. u:,c,.J_ JURISO!CTION..becomes clogged with sediment., runolT will not enter the in let and may bypass it, possibly causing localized fl ooding, public safety issues, and dov,nstream erosion and damage from bypassed flows. 7. WHEH THE C\li.i. iS !<Eij0'.ffi, OOYER TtlE OISTtlRBEO ,tRE.<i W17l-l iiOP SOIL, Sim ftl<iO 7. Wttrn ROCK SOCKS ARE: REl,IOVED, Ai!.L OiSTu-ro;EO AREAS SrW.L BE CO/ERED W!rr! lilUL.CH OR OTliERWISt: Sf.AelUZEO IM A W:ll-11'11ER APi'lflOlll:O sY ms, WCAI.. JUIR [SOfCflON , TOf'SOID.. Sf£0EO mo-MULCtm:1-OR CltlERWISE Sl'A811.tZEO AS ~o 13'( I.OCAI­ljl 11 ~11 • ~ JURl£1)1CTION. •~~Area inlets located in a sump setting can be pr otected through the 1.1se of sill fence, coocrete block and (DETIIIL ~ fl!Olol ~ OOJl<TY, ~ 00 DE ~m" ~ l'M!IV!, "1MAl!lll. >\\'Ir liwilloli!LE IN •~ ~ C ~rock socks (o n paved ;;urfoc es), ;;ediment contro l logs/straw wat ll es embedded Iii the adjacent soil il nd fil!!E; f(A/'lY ~l,IR!$DIC:l1,;,;.s tt.'1',1; !;i!,I? OCf}.jl,$ 111.t.,T "lf,Jff( rnaM lJ~~o s~ CElilj~ ustacked arou nd the area inlet {0!1 pcrviou.~ surfaces), ove r-e xcavation around the il1le t, and proprietary COHSLlLT Wl,H lOC.~ JljR_l$0.C:TIO/ol$ •':i ro WHIOi fl.ETA!L . SHOOlD ~ usrn 11'!-JM litlif., l#INY JIJfiJ.'iOICTIONS HAI£ 8MP OITJ\11..S-f!W VAfW FR O.Iii L!Of'al STNlllMD OU<\!l,S. ·[ •C 0 • -~ ~ • ~ 0OIFFERENC£9 ARE NOTED.. ~t}Lf WITH ~ ~tJRISPJC'l!IOH$ ,J,S Tl') m~CM ~ .-Jl. $H(l,U!.P ~ IJ'SUI )\'H!".Nproducts prov idi'n gequivalent functinn s. 0• 0 -u ~ 0Dllf'rf!l!'.NC[S AA! NOTGI.. t!!Jlt;, lH~ OCf/l!t.S INO.UOtQ '1!1™ ~IS FACT SHEE! SttO\'<' CO~_M.OM.Y USO,, l;OJ'!~~OWi. METHOll\S Olf ROCk SOCK INS'llill\TION IN: TI-IE: DENVER MEJRGF'OUTAN J,RDI._ 1liERE tm:fnl et.~ Located on II Slope • ~ Ol HE!'l SIJMl!.AA POOFR'ETAR'I' Pn'VOUC!'S ON lllE flll'RKET. UD~ NOfHER NDORSES For curb and gutter inlets ou paved slop in g sireets, block and rock sock inlet protection is recommended NOR D1SCOI.IAAGlS 1J1.>E. Of ffiOF't-!iOAAY P.Rortcr10~ PRODU CTS: HOW1::Y$. llt! TH( E',,(Nt u E PlitlPRlET~ l,IF!Jl--400$ ME USEC, n-lE il,"PROPRl/1,fE DE'TI.L !"ROM I ME MANtlf'AC~E;R ~UST ...I 0ln conjuncllO!l with curb socks in the gutter leadin g to th e inlet. For inlet.~ located along unpaved roads , 131:': lt-lClJJDED IN lllE. SW!JI' "'NO TI!lc l:l~f' MIJ';iT 8E INSt AL.W:D ;ND t.l>Wl"TAINEJl AS ~OWN ...I u•also sec th e Check Dam Fact Sh~ct. IN Tl1E: "-'NUFACTLJAEl'!'S WAit.$, C -Ill s:...Maintenance and Remo val QI ::,.cQI ... :, .c ..Insp ect in let protet1ion t:requently. In spec tion und maintt:nance guidance inc lude s: C 0 IJIInspect fo r tetlrs that ll Un re sult in sedim<-"lll directly entering the inl et, us well 11S re sult in th e coments ·-0) VJ ~..of the BMP (e.g ., gravel) washing into the inlet. C (I) .a:,wCbeek, for improper in stullation resulting in untreated llo ws bypas si ng the BMP und directly en tering CNCLhc in let or bypas sing to an tu1protccted downstream inlet. For example, sl lt fe nce thnt ha s not been QI 0) (I) "'> 0properly trenched nrolllJd th e inlet can rcsull in flows lll'lder th e s ilt fence nud directly int o ihe inlei. Ill C <{::::, ·-""O a, 00 N N 0Look fo r displaced BMPs that are no longer protec t ing the inlet. Displacement may occur fol!owin g 111 ~ C <{ Nbrger storro everil5 that wash away or rePQSi ti on the tnlet protection . Traffic or equip1De 1Jt mny also .r::. ::::, N $'. ~ crush or displace the BMP. e, Ill t--[n VJ ...-N.C• Monitor sedime nt accwnufation upgmdient of th e in lel protect ion. N c::: lJ)111 0 00 (I) NIll u ~ :,("'" ~ LP-2 Urban Drainage and Flood Contn,I Di strict August 2013 CWA-4 Urban Drainagl! and .F loo d Control Dislrict Novembe r 20 IO No vember 2010 Urban Drainage and Flood Co nt rol District •u Urb:m Stonn Drairui ge Criteri a Mnnual Volume 3 Urban Storn1 Dminuge Cri teria Manual Vohnne 3 Urban Stom1 Drainage Criteria Manua l Volume 3 z w I v 0 ~ N N / ~ C " C " ~ C /" v ~00 N 0 N -;;;- N ~ __________________________________________________________________________________________________________________________________________________,.______,._____... ~0 ;::. SITE DEVEL OP ME NT PLAN SP EE R'S BROADWAY PUD AM ENDM ENT NO. 1 Ex h i b i t A Pa g e 2 2 3 o f 1 2 5 7 •• • • • CIT Y OF ENG LEWO OD, COUN TY OF ARAPA HOE N ' [iJ 0 10' " 20' SCALE: 1 "=20' lii ~ Cf.I llilil " I/ C"' f\ " z i;i-E " :cz 0' ~ 0 ' ~ ! U>--m 0 ,:: ,. [il m z m 00 "' ,:: m z ~-U> " ~ ~ m" " z ,,; " $> 0 "' ~ 0 0 ,." 0-m ~ ! 0 ~ ~ 0 6" ;z f ACCESSIBLE PATH OF TRAVEL NOTE= WALKWAYS ALONG ACCESSIB LE ROUTES OF TRAVEL SHALL BE CONTINUOUSLY ACCESSIBLE, BE A MINIMUM OF 36" IN WIDTH (PER PAR REQUIREMENTS FOUND IN PROWAG), HAVE A MAXIMUM 2.0%CROSS SLOPE, ANO SHALL HAVE RAMPS COMPLYING WITH 40 ' CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT LOT 1, SPEER'S BROADWAY ADDITION, FILING NO. 21ST AMENDMENT LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSH IP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO (J) SITE DEVELOPMENT NOTES : I. EXISTING CHICK-FIL-A RESTAURANT .16' WIDE PLATTED ALLEY BOOK 10, PAGE 33 2. PROPOSED CONCR ETE PAVEMENT. SEE DETAIL 1 /C5.0. REPLACE CONCRETE TO NEAREST FULL PANEL. --- -, 3. PROPOSED BARRIER CURB . SEE DETAIL 4/C5.0. -_J I--4. PROPOSED ADA COMPLIANT CURB RAMP . SEE GRADING ON SHEET C4.1 .1-, Ibi] I 5. PROPOSED TIE-IN LOCATION FOR EXISTING CONCRETE, TYP. SEE DETAIL 3/C5.0 FOR DOWEL DETAIL.I , J-~ ' ' 6. PROPOSED LANDSCAPE AREA. SEE LANDS CAP E PLAN FOR DETAILS . 7, PROPOSED ORIVE-THRU ADA CROSSWALK STR IPING . SEE DETAIL 8/C5.0. 8. INSTALL DETECTABLE WARNING PER DETAIL 11 /C5.0. 9. PROPOSED F2F CANOPY . REFER TO CANOPY PLANS FOR FINAL LAYOUT, DIMENSIONS, ANO DETAILS . CONSTRUC TION TYPE : 11-B . 10 . PROPOSED OMO CANOPY . REFER TO CANOPY PLANS FOR FINAL LAYOUT, DIMENSIONS, ANO DETAILS. CONSTRUCTION TYPE: 11-B . 11. PROPOSED CANOPY COLUMNS. SEE CANOPY PLANS. 12 . PROPOSED DRIVE-THRU LANE STR IPING. SEE DETAIL 7/C5.0 , 13 . PROPOSED DECORATIVE SCREENWALL TO MATCH EX ISTING SCREENWALL. PROPERTY LINE FOOTING TO NOT ENCROACH INTO ROW. 14 . PROPOSED ASPHALT PAVEMENT. SEE DETAIL 6/C5.0 FOR PAVEMENT SECTION REQUIREMENTS. 15. EDGE OF CONCRETE PAVEMENT. SEE DETAIL 2/C5.0 . 16. PROPOSED 18" STEP-OFF CURB . SEE DETAIL 5/C5.0.;.."'ail 17. PROPOSED HEIGHT CLEARANCE BAR RELOCATION . m 18. PROPOSED NEW MENU BOARD.!::I !" 19 . PROPOSED ENTRAN CE ONLY SIGN .Io , ◊ 20 . PROPOSED DIRECTIONAL PAVEMENT MARKING . SEE DETAIL 8/C5.0 . !;l , I I" ~ 21. PROPOSED DIRECTIONAL SIGN RELOCATION .0$> 0 ~ . <( 22 . PROPOSED MOUNTABLE CURB. SEE DETAIL 10/C5.0.N "·o 23 . EXISTING HEIGHT CLEARAN CE BAR TO REMAIN .b~ m I "' 24. CONTRACTION JOINTS IN CONCRETE ARE APPROXIMATELY SHOWN. I CONTRACTOR SHALL ALIGN NEW JOINTS WITH EXISTING JOINTS INCf.I DRIVE-THRU. CONTRACTION JOINTS SHALL BE SPACED AT 24' MAX . ALIGN ORIVE-THRU CONTROL JOINTS WITH CURB CONTRO L JOINTS . SEE DETAIL 12/C5.0. ~ <( u..i0a: ~ m 0 ~o~ 3:,: • Cf) 00 <( 0a: w 0~w a: wD.. m ...JCf) •Cf) c:,<( zI w...J :2 [[ 0 C')I ~ 0-:::r: 0 25 . EXPANSION JOINTS IN CONCRETE ARE APPROXIMATELY SHOWN . CONTRACTOR SHALL ALIGN NEW JOINTS WITH EXISTING JOINTS IN ORIVE-THRU. EXPANSION JOINTS SHALL BE SPAC ED AT 24' MAX. ALIGN DRIVE-THRU CONTROL JOINTS WITH CURB CONTROL JOINTS . SEE DETAIL 9/C5.0. .. . ..-o.!! C N 0 ~~ ~ Iu "i: I t z 0 -> "'VACATED PORTION OF" SOU TH BROADWAY ORDINANCE NO. 4 :c BOOK 2632, PAGE 393 ~~1 ii ~ ~1 ~ u ~ u•C C ~• u ~ ~ 0u • •0 ~ ~• 15 0 0 ~ 0'-' _J •u E...I 0W DARTMOUTH AVE ...I • u C• Ill 9:S89'17'5I.OO"W ... QI .c ::, QI ... .. ·-C 0) VI :, ~ .c 0 IJI..(I)C :, .a w C NC QI 0) (I) "'> 0Ill C <t: 00 N ::::, ·---0 a, N 111 ~ C <{ N.r::. ::::, N $'. ~ t--[o0) Ill ._ C VI ...-NN c::: U") ' 111 0 00 (I) Nm u ~ :.:: "' ~ u.,• I v 0 ~ N NPAVEMENT LEGEND ...-­ ~ C HORIZONTAL CONTROL NOTE: ~ C CONTRACTOR SHALL HAVE ALL PROPERTY LINE S, CURB, SIDEWALK, STRUCTURES, CONCRETE PADS EXISTING CONCRETE [IANO ANY OTHER ABOVE GROUND PERMANENT STRUCTURE DEPICTED ON THESE PLANS STAKED FOR PUD MODIFICATION NARRATIVE: ~ •CONSTRUCTION BY A LICENSED SURVEYOR. LICEN SED SURVEYOR SHALL STAKE ALL ITEMS USING SITE IMPROVEMENTS WILL INCL UDE RE-STRIPING THE EXISTING DRIVE-THROUGH LANE AND ao :2•• PROPOSED CONCRETE DCOORDINATE GEOMETRY (RECTIFIED TO SITE CONTROL) CONTAINED IN CAO DRAWING FILES PROVIDED CONSTRUCTION OF AN ESCAPE "NE AND FACE-TO-FACE CANOPY TO THE EAST OF THE EXISTING • ~ ::::E, -, ...--BY BARGHAUSEN CONSULTING ENGINEERS, INC. IT IS THE CONTRACTORS RESPONSIBILITY TO RESTAURANT. THE PROJECT WILL INCLUDE THE REMOVAL OF THREE (3) TREES, RELOCATION OF THE z •~• /g0RETRIEVE LATEST CAO FILES FROM BARGHAUSEN CONSULTING ENGINEERS INC., REF LECTING ANY EXISTING WATER STRUCTURES IN THE LANDSCAPE SETBACK ON THE EASTERN SIDE OF THE SITE, AND D ~ "' • 8PROPOSED ASPHALT C')ACCESSIBILITY STANDARDS (SECTION 405) WHERE NECESSARY TO ISSUED PLAN REVISIONS . BARGHAUS[N CONSULTING ENGINEER S SHALL IMMEDIATELY BE NOTIFIED OF RELOCATION OF THE SCR EEN WALL OUTSIDE OF THE CURB LINE . IMPR OV EMENTS AT THE ENTRANCE TO ~ c,i 0 :::: .______________________._______________________________._______________________________..________________________..___________________.._ 0 ___..____"" ~ CHANGE ELEVATION AT A LONGITUDINAL SLOPE EXCEEDING 5% (1:20). ANY DISCREPANCIES PRIOR TO TH[ START OF CONSTR UC TION. THE DRIVE-THROUGH SO UTHWEST OF THE BUILDING, INCLUDING THE ADDITION OF A FOUR CAR CANOPY. -':'. SITE DEVE LOPM ENT PLAN -SP EE R'S BROADWAY PUD AM ENDMENT NO. 1 Ex h i b i t A Pa g e 2 2 4 o f 1 2 5 7 ----- . CIT Y OF ENG LEWO OD , COU NT Y OF AR APAHOE ALL SPOT ELEVATIONS SHOW N ARE TO FINISHE DLOT 1, SPEER'S BROADWAY ADDITION , FILING NO. 21ST AMENDMENT SURFACE (TOP OF ASPHALT OR TOP OF CONCRETE PAVEMENT) UNLESS OTHERWISE NOTED .LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, ME -MATCH EXISTI NG TP - TOP or PAVEMENT CO L -TOP OF CO LUMN FOOTING CANOPY COLUMN NOTES: TP=FINI SHEO GRADE ELEVATI ON AT CO LUM7 P= XX .XX CO L= XX.XX CO L=T OP OF CO LUMN FOO TI NG~ TOP OF CO LUMN FOOTI NG MUST BE MIN IMUM 2' BELOW DRIV E AISLE PER STRUC TURAL PLANS. SEE STRUC TURAL PLANS FOR FOO TIN G DETAIL S. © l/TIUTY AND DRAINAGE KEYNOTES: 1. PROPOSED ELE CTRICAL LINE FROM EXISTING UNDER GROUND POWER LINE TO PROPOS ED DIRECTI ONAL SIGN RELOCATION. 2. PROPOSED ELECTRI CAL LINE FR OM EXISTIN G RESTAURANT TO PROPOSED F2F CANOPY. CON FIRM CONN ECTION POINT WITH CANOPY PL.A.NS . J. PROPOSED GAS LINE FR OM EXISTIN G RESTAURANT TO PROPOSED r 2r CAN OPY. CON FIRM CONNECTION POINT WITH CANOPY PLANS . 4. EXISTIN G DRA IN INLET TO REMAIN. CON TRACTOR TO LEAVE DRAIN INLET IN PLACE AND ENSURE DRAINAGE PATTERN TO EXI STING DRAIN INLET IS MAINTAINED. SLEDGE OU T WALLS FOR PROPOSED CONN ECTI ONS TO DRAIN INLET AND ADJUST RIM TO FINI SHED GRAO E AS REQUIRED. 5. CONNECTION FOR ROOF DRAIN . CONFIRM DOWNSPOUT LOCATION S ANO TIE-IN POINTS WITH CA NOPY PLANS . 0 -l/TIUTY POlHOLING NOTE: AT A MINIMUM. THE CIRCLED LOCATION S ARE REQUIRED TO BE POTHOLED TO CONFIRM WHETHER OR NOT UTILITY CO NFLI CTS NEED TO BE RESOLVED . POTHOLING SHA LL OCCUR PRIOR TO CONSTRUCTION AND CON TRACTOR IS RE SPONSIBLE FOR FIELD LOCATING ALL EXISTING UTILITIES AND POTHOLING ANY UTILITY CROSS INGS WHETHER OR NOT THEY ARE NOTED ON THE PLAN. CO NTRACTOR SHALL NOTIFY BARGHAUSEN CONSU LTING ENGINEERS, INC. OF ANY CON FLI CTS . DRAINAGE NOTES STOR M DRAIN (SD) LINE S SHALL BE PVC SDR -J5 UNLE SS OTHERWI SE NOTED. ALL STORM DRAIN PIPES SHALL BE IN STALLE D PE R SP ECIFI CATI ONS AND CITY STANDARDS . BE DESIGNED TO PROVIDE AT LEAST 2 FEET OF NOT INCLUDI NG THE PAVEMENT THI CKNESS . IF 2' DUCTILE IRON CL52 PIPE MUST BE 10' 20 ' SCALE: 1"=10' ), ,_ .. I . I•I ••0 CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT SPOT ELEVA110N NOTES: -SD -SD-SD-SD -SD-SD ~ ~~ ~~~~@ + 11 TOWNSHIP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO I I .-1 rI •. I '. ... A : "· . A, .. • 6'' /4 ..• ' ' ' ' ', , . . ,,. .,.,----- "r-1""¾1!; <l( " I . I . .;,,l.. J..Lµ•.,!,!. l...,. 1:i~ ~-~-~~,~ I. . ' ' '. ,"' , ~ . ' ~ . ',.-•• -, , ::i.l.l.Uli/ ' ' , --' -. ---- 'I •. ' •• ' . ' ... --·'- • .:i. ,'\ ~ 48 LF 6" PVC SDR -J5 0 2.00% 1· • 1,;_,' ~ ~ • I 0 ->' • EX 3,0% D-SD-SD -• -•I "• -• -• -• -•I • I '.I w0 • .I ~ I• I• I __,. I• I• I__,, I• I• 80 Bf2___---u -"' -LIE ----S89"17'51"W 270.36 ' EXISTI NG DRA IN INLET 4_, 1 . ·-,. ~ RIM=5310.68 ~ • ,,J ,, • • ~ .,, , • ,; ' • A, A • A • ~, ,> • ·"'· _.. • • • • ;_ ,i ,, •• •, .. , ' ,J ,,,_I ,,· ~ 'j, IE= 5306.-'.32 6'' N (EX,) • ■• I • '. I I fl le • I · ,: I 0 -:c ~ ..J ~ t C·-O'I C cw 5l g, :::, ::2 111 :::,.r::. 1/1e> C 111 0 mu .c... :, c5l (I) :, CN (I) ,,, ~o ...._ 00 N ""O a, N C <{ N N>~ [:--,. > [n l.fJ -N... .N CU) 00 (I) N ~ :.:: "' ~•u ~ " I v 0 ~ N N / ~ C " " C ~ C "/v co :2 N N,; 3! ;\ \ •• "· ~~ •• .. _. ;Q.t( :.,• ,.., •. ,. • "" -' .!· . ~· .. •• •• t • • • '•, IE= 5306.'.32 6" W ._;J ;J 11 .A • • • \ • • • .\ • _ ,, . • "' ...,.,7 ,_ ,, •• •" ,, "' • .,. ·" _-,, . ::., ,i • -i-" ,. • "'.-IE~,5306.'.32 6" E ~ · .J A ,. • •• ,A ·••.,, . f:". ; A• II a I•IW DARTMOUlH AVE • I • I•I GRADING GENERAL NOTES: PUD MODIFICATION NARRATIVE SITE IMPR OVEMENT S WILL IN CLUDE RE-STRIPING THE EXISTING DRIVE-THR OUGH LANE AN D CONSTRUCTION OF AN ESCA PE LANE AND FACE-TO-FACE CANOPY TO THE EAST OF THE EXISTIN G RESTAURANT. THE PROJECT WILL INCLUDE THE REMOVAL OF THREE (J) TREE S. RELOCATION OF THE EXISTING WATER STRUCTURES IN THE LANDSCAP E SETBACK ON THE EASTERN SIDE OF THE SITE. AND RELOCATION OF THE SC REEN WALL OU TSIDE OF THE CURB LI NE. IMPROVEM ENT S AT THE ENTRAN CE TO THE DRIVE-THROU GH SOUT HWEST OF THE BUILDING, INCLUDING THE AOOITION OF A FOU R CAR CANOPY . 0 l/TILITY CROSSING NOTE: CON TRA CTO R SHALL MAINTAIN MINIMUM SEPARATI ON OF 18-INCH VERTI CAL SEPARATI ON BETWEEN UTILITIE S UNLE SS OTHERWI SE REQUIRED BY THE CITY OF ENGLEWOOD . CON TRACTOR TO VERIFY SEPARATI ON REQU IREMENTS PRIOR TO CONSTRUC TI ON AND NOTIFY ENGINEER OF ANY DISCREPANC IES.UTILITY CONFLICT NOTE= THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSI ON, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEY ING THE HORIZ ON TAL AND VERTICAL LOCATI ON PRIOR TO CONS TRUCTI ON. THIS SHALL INCLUDE CALLING UTILITY LO CATE AT 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LO CATIONS OF NEW UTILITY CROSS INGS TO PH YS ICALLY VERIFY WHETHER OR NOT CON FLICT S EXIST. LO CATION S OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNV ERIFIED PUBLI C INFORMATION AND ARE SU BJE CT TO VA RIATI ON. IF CONFLI CTS SHOULD OCCUR, THE CON TRAC TOR SHALL NOTIFY BARGHAUSEN CONSULTING ENGINEERS. IN C. TO RESOLVE ALL PROBLEMS PRI OR TO PROCEEDING WITH CONSTRUCT ION. UNDERGROUND UTILITY NOTE= THE EXISTIN G BUILDING IS SERVICED BY MULTIPLE UNDERGROUND UTILITIES . THE LOCATI ON OF THE EXISTIN G UTILITIES SHOWN IN THI S PLAN IS BASED ON SURVEY DATA PR OV IDED TO BARGHAUSEN CO NSU LTIN G ENGINEERS, IN C. AND IS FOR REFERENCE ONLY. IT IS THE CON TRACTOR'S RESPONS IBILITY TO LOCATE THE EXISTIN G UTILITIES AND AVOID/PROTECT THEM THROUGHOUT ALL STAGES OF THE CONSTRUCTION PROCESS . ALL KNOWN UTILITY STRUCT URES HAVE BEEN IN CLUD ED WITHIN THE CONSTRUC TIO N DOCUM ENT S. 1. ALL GRADING SHALL BE CONSTR UC TED IN ACCORDANCE WITH THE PROVISIONS OF THE CURRENT CITY ORDINANCE AND STANDAR D PLANS . THE GRADING IS SUBJE CT TO THE OBSERVATI ON AND APPROVAL OF THE PUBLIC WORKS DEPARTMENT . 2 . CON TRACTOR SHALL BE RESPONSIBLE FOR VERIF YIN G ALL PROPOSED GRAC ES IN RELATIONSHIP TO SURVEYED BAS IS OF ELE VATI ON . 3. ALL EXISTING UTILITY STRUC TURE S ANO ASSOCIATED LID S THAT FALL WITHIN THE AREA OF WORK SHALL BE ADJUSTED TO FINI SHED GRAD E ELEVATIONS . CON TRACTOR SHALL CONFIRM THE FEASIBILITY OF ADJUSTING EXISTIN G UTILITY STR UC TU RE LID S TO FINI SHED GRAOE PR IOR TO CO NSTRUC TION ANO NOTIFY ENGINEER OF AN Y DISCREPANCIES . 4. CON TRACTOR TO PRO TE CT AND MAINTAI N ER OS ION CON TR OL FACILITIES DUR ING GRADING OP ERATI ONS. 5. CON TRACTOR TO OB TAIN ANY NECESSARY RIGHT-OF-WAY PERMITS IF REQU IRED FOR WORK SHOWN ON PLANS. 6. CON TRACTOR SHALL MATCH EXISTIN G ELEVATI ONS AT ALL SAWCUT LOCATI ONS . 7. ALL SPOT ELEVATI ONS SHOWN ARE TO FINI SH SURFA CE (TOP OF ASPHALT OR TOP OF CONCR ETE PAVEMENT. NOT TOP OF CURB/SIDEWALK ) UNLESS OTHE RW ISE NOTED. (TP • TOP OF PAVEMENT. ME • MATCH EXISTIN G ELEVATIO NS. CO L • TOP OF CO LUMN FOOTIN G). MANUFACTURER'S PIPE SYS TEM S SHALL COVER OVER THE PIPE, OF COV ER CANNO T BE USED. 4 5 5 MAINTAINED , STORM STRU CTURES EXI STI NG DRAIN INLET, RIM=5310 .68 IE=5J06 .J2 (6" W) IE=5J06 .J2 (6" E) IE=5J06.J2 (6" N) RD f 1, W/ TRAFFIC RATED LIO RIM=5312 .24 IE=5J07.92 (6" E) RO #2. W/ TRAFFI C RATED LI D RIM•5J11.78 IE•5J07.28 (6" W) IE=5J07.28 (6 " E) SITE DEVELOP MENT PLAN -SP EE R'S BROAD WAY PUD AM ENDME NT NO. 1 Ex h i b i t A Pa g e 2 2 5 o f 1 2 5 7 · • ... .!! -a a -0 • Iu "i: IV, 0 -:c ~1 i1 ~•C ~ •••0 C•0"0 ~ ..J ~ t C·-O'I C cw 5l g, :::, ::2 111 :::,.r::. 1/1e> C 111 0 mu .. ~~ t z > 1 ~1 ~ ~• ~ ~ 0u "• ~ ~ ~u ~ ;; '• •0 0 i----~-----.1 a " ~•D E •, ~z •~ D V, 0 c,i~ co ~ 0 CIT Y OF ENG LEWO OD, COUN TY OF ARAPA HOE CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT LOT 1, SPEER'S BROADWAY ADDITION, FILING NO. 21ST AMENDMENT LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, 1o· 20·'---~, SCALE : 1"= 10' SCREEN WALL NOTES: SPOT ELEVA110N NOTES: WALL ELEVATIONS ALL SPOT ELEVATI ONS SHOWN ARE TO f'INISHEO DG=DRIVE-THRU GRAOE ADJACENT TO WALL \ SURFACE (TOP or ASPHALT OR TOP or CONCRETE PAVEMENT) UNLESS OTHERWISE NOTEO. ME -MATCH EXISTING x· = xx .x TP - TOP OF PAVEMENT - COL -TOP OF COLUMN f'OOTING DIFFERENCE IN ELEVATIONS, MAX 12" j J LG=LANDSCAPE GRADE ADJACENT TO WALLCANOPY COLUMN NOTES: MATCH TOP OF WALL ELEVATION TO TOP orTP=FINISHEO GRAOE ELEVATION AT COLUMN! EXISTING WALL PROPERTY LINEORIVE-THRU GRADE AOJACENT TO WALL (DG) LANDSCAPING -xx.xx LANDSCAPE GRADE5• CURB REVEAL• XX.XX j ADJACENT TO WALL (LG) -HRU COL=TOP or COLUMN FOOTING MATCH EXISTING TOP or FOOTING TOP OF COLUMN f'OOTING MUST BE MINIMUM 2' BELOW DRIVE AISLE ELEVATION PER STRUCTURAL PLANS . SEE STRUCTURAL PLANS f'OR FOOTING DETAILS. PROPERTY LINE FOOTING©UTILITY AND DRAINAGE KEYNOTES: PER STRUCTURAL PLANS I . PROPOSED ELECTRICAL LINE FROM EXISTING RESTAURANT TO PROPOSED F2F CANOPY. CONFIRM CONNECTION POINT WITH CANOPY PLANS. 2. PROPOSEO GAS UNE FROM EXISTING RESTAURANT TO PROPOSED F2F CANOPY. CONFIRM CONNECTION POINT WITH CANOPY PLANS . 3. PROPOSEO RELOCATION or EXISTING LAND SCAP E IRRIGATION STRUCTURE AND RPBFP. CONTRACTOR TO CONFIRM SCOPE OF WORK WITH PURVEYOR PRIOR TO THE START or CONSTRUCTION . 04. CONN ECTION FOR ROOF DRAIN. CONFIRM DOWNSPOUT LOCATIONS AND TIE-IN POINTS WITH CANOPY PLANS. 0 -UTILITY POTHOLING NOTE= 0 AT A MINIMUM, THE CIRCLED LOCATIONS ARE REQUIRED TO BE POTHOLED TO CONFIRM WHETHER OR NOT UTILITY CONFLICTS NEED TO BE RESOLVED. POTHOLING SHALL OCCUR PR IOR TO CONSTRUCTION AND CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AL L EXISTIN G UTILITIES AND POTHOLING ANY UTILITY 0 CROSSINGS WHETHER OR NOT THEY ARE NOTED ON THE PLAN. CONTRACTOR SHALL NOTIFY BARGHAUSEN CONSU LTING ENGINEERS. INC. OF AfN CONFLICTS. GRADING GENERAL NOTES= 1. ALL GRADING SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF THE CURR ENT CITY ORDINANC E ANO STANDARD PLANS. THE GRADING IS SUBJECT TO THE OBSERVATION ANO APPROVAL OF THE PUBLIC WORKS DEPARTMENT. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL PROPOSED GRADES IN RELATIONSHIP TO SURVEY ED BASIS OF ELEVATI ON. 3. ALL EXISTING UTILITY STRUCTURES AND ASSOCIATED LIDS THAT FALL WITHIN THE AREA OF WORK SHALL BE ADJUSTE D TO FINISHEO GRAOE ELEVATIONS . CONTRACTOR SHALL CON FIRM THE FEASIBILITY or AOJUSTING EXISTING UTIUTY STRUCTURE LIDS TO FINISHED GRADE PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES . DRAINAGE NOTES STORM DRAIN (SO) LINES SHALL BE4. CON TRACTOR TO PROTEC T ANO MAINTAIN EROSION CONTROL FACILITIES DURING GRADING OPERATIONS. NOTEO . ALL STORM ORAIN PIPES SHALL BE INSTALLEO PER MANUFACTURER'S SPECIFICATIONS AND CITY STANDARDS.5. CONTRACTOR TO OBTAIN ANY NECESSARY RIGHT-OF-WAY PERMITS IF REQUIRED FOR WORK SHOWN ON PLANS . PIPE SYSTEMS SHALL BE DESIGNEO TO PROVIOE AT LEAST 2 FEET or • 6. CONTRACTOR SHALL MATCH EXISTING ELEVATIONS AT AU. SAWCUT LOCATIONS. COVER OVER THE PIPE, NOT INCLUOING THE PAVEMENT THICKNESS . IF 2' OF COVER CANNOT BE MAINTAINED, DUCTILE IRON CL52 PIPE MUST BE 7. ALL SPOT ELEVATIONS SHOWN ARE TO FINISH SURFACE (TOP or ASPHALT OR TOP or CONCRETE PAVEMENT, !:illI USEO . TOP Of CURB/SIDEWALK) UNLESS OTHERWISE NOTED. (TP = TOP OF PAVEMENT, ME = MATCH EXISTING ELEVATION S, COL = TOP or COLUMN FOOTING ). PUD MODIFICATION NOTE: ® UTILITY CROSSING NOTE= SITE IM PROVEMENTS WILL INCLUDE RE-STRIPING THE EXISTING DRIVE-THROUGH LANE AND CONTRACTOR SHALL MAINTAIN MINIMUM SEPARATION OF 18-INCHCONSTRUCTION OF AN ESCAPE LANE AND FACE-TO-FACE CANOPY TO THE EAST OF THE EXISTING VERTICAL SEPARATION BETWEEN UTILITIES UNLESS OTHERWISE REQUIREDRESTAURANT. THE PROJECT WILL INCLUDE THE REMOVAL OF THREE (3) TREES, RELOCATION or THE BY THE CITY or ENGLEWOOD. CONTRACTOR TO VERIFY SEPARATIONEXISTING WATE R STRUCTURES IN THE LANDSCAPE SETBACK ON THE EASTERN SIDE or THE SITE, ANO REQUIREMENTS PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANYRELOCATION OF THE SCREEN WALL OUTSIDE OF THE CURB LINE . IMPROVEMENTS AT THE ENTRANCE TO OISCREPANCIES.THE ORIVE-THROUGH SOUTHWEST or THE BUILDING, INCLUOING THE ADDITION or A FOUR CAR CANOPY. UTILITY CONFLICT NOTE: UNDERGROUND UTILITY NOTE= THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION , DIMENSION, AND DEPTH THE EXI STING BU IL DING IS SERVICED BY MULTIPLE UNDERGROUND UTILITIES. THEOF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE LO CATION OF THE EXISTING UTILITIES SHOWN IN THI S PLAN IS BASED ONUTILITIES AND SURVEY ING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. SURVEY DATA PROVIDED TO BARGHAUSEN CONSU LTING ENGINEER S, INC . AND ISTHIS SHALL INCLUDE CALLING UT ILITY LOCATE AT 811 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS or NEW UTILITY CROSSINGS TO PHYSICALLY VER IFY WHETHER OR NOT FOR REFERENCE ONLY. IT IS THE CON TRA CTOR 'S RESPONSIB ILI TY TO LO CATE THE CONFLICTS EXIST . LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON EXISTING UTILITIES AND AVOID/PROTECT THEM THROUGHOUT ALL STAGES OF THE THE UNVER IFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD CONSTRUCTION PROCESS. ALL KNOWN UTILITY STRUCTURES HAVE BEEN INCLUDED OCCUR, THE CONTRACTOR SHALL NOTIFY BARGHAUSEN CONSULTING ENGINEERS, IN C. TO RESOLVE WITHIN THE CONSTRUCTION DOCUMENTS. • ------~-.-;--• 47LF6"PVC - @ 2.00% I / ! 38 LF 6" PVC SDR -35 :.11-_,,,_..a;;:::;c:..______________________._-:;c'_/ r-==!111'..,2!,<.0!!J:0% -· 1-· u1:.. ~,-,ct--~cli,UE - • "f ,~·~ ~~ ', W DARTMOUTH AVE .•. ·• ' ' ' ' a STORM STRUCTURES RD #3, W/ TRAFFIC RATEO LID RIM=5312.12 IE=5308 .72 (6" N) IE=5308 .72 (6" S) RD #4, W/ TRAFFIC RATED LID RIM•5312.69 IE•5309.28 (6" N) IE•5309.28 (6' S) RD #5, W/ TRAFFIC RATED LID RIM=5312.47 IE=5310.00 (6" S) SDCO #1, W/ TRAFFIC RATEO UO RIM=5311.42 IE=5308 .01 (6" N) IE=5308.01 (6" W) SDCO #2, W/ TRAFFIC RATEO UO RIM•5311. I 1 IE•5307.07 (6" E) IE=5307.07 (6" W) TOWNSHIP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADO ~--:=z: . , . . .. ,. ~ .• ~ , =i~~+c·~·~·~·-,_.__.~:~·,-+l __;·~.1.,c/-•..~.-~~3-:'"+,1 -·.-_-__.:---.·'--.....~.. ', .·J,,1. i ~ ~ ;:_, •..• ··, ·· .•:,. _:_ .'1 •• : ·:+.f-::.-.. -·. ~-',·•._': c; .; 1, / ■ • ·.~ • • • "' • "' •• " .,; 4• .. .. , . \· • 4 ( t · ~ ~ ~ --.• , ,, • ;,· ~ , . . • .• •• ·.~ ,. a '. ~, •, • :"4mGo+R~A::'DE~ ~R~K o'' • 1~1----~ITI! .. " : . .. ~ 1 ' N~,I - / REQUIREMENTS WITH STRUCTURAL PLANS PRIOR EXISTING BUILDING TO REMAIN \ :2 TO CONSTRUCTION AND FIELD ADJUST AS FF = APPROX. 5312 .7D ± \ : ::J NECESSARY . SEE SECTION THIS SHEET.:;>,>J,'"'-',,j_ I I RECONNECT NEW FOO TIN G DRAIN TO EXISTING , GRADE BREAK \ FOOTING DRA IN SYS TEM .I I 23I = 11 THE CONTRACTOR SHALL POTHOLE NEAR THE PROPOSED ICANOPY COLUMN FOOTINGS PRIOR TO CONSTRUCTION AND EN SUR E CONFLICTS DO NOT EXIST WITH EXISTING UNDERGROUND UTILITIES. IF THE PROPOSED CANOPY CO LUMN FOOTINGS ARE FOUND TO BE IN CONFLICT WITH EXISTING UTILITIES, CON TACT BARGHAUSEN CONSU LTING EN GINEER S. /ill .", , ~ 36 LF 6" PVC SDR -35 II 2.00% = . • • ~. :,, • ·' • ••• I-j I = - 1 , .l : . 1 ·1 EX . CJ)I • 28 LF 6'" PVC SDR -35 12-= 11@ 2.00% ;., ·U 0 .. •" • . .. . "· •-, · >; = .,-' PVC SDR-35 UNLESS OTHERWISE = o· • ·•• = . ,., i. 6.% PORTION OF WORK OCCURS WITHIN PUBLIC • • : : ~g~~~C~E~E~TE:PE~N~~Lr°:g~66t~AINING PERMITS TO PERFORM WORK EASEMENT AND NOTIFYING THE CITY PRIOR TO THE START or = = -}~.'.,•. G·~ -' " . PROVIDE DUCTILE IRON SLEEVE , \, .-FOR IRRIGATION LINE UNDER WALL FOOTING. I 'a • = 1 1 •1'. I I'I I I I I I I SCREENWALL PER ARCHITECTURAL PLANS. MATCH EXISTING TOP OF FO OT IN G ELEVATION AND I MAINTAIN A MINIMUM 2' OF GROUND COV ER OVER • FOOTING . CONTRACTOR TO CONFIRM BURY ~•u " ~ I v 0 ~ N N / ~ C •C ~ /v 0 ~ N N -;;; 0 0 0 N / N._________________________________..________________________________________________________________________________________________________._____,_____. ~ ALL PROBLEMS PRIOR TO PROCEED ING WITH CONSTRUCTION. SITE DEVE LOPM ENT PLAN -SP EE R'S BROADWAY PUD AMENDMENT NO. 1 • THE REQUIRED • ; WITHIN•or ENGLEW OOO ' CONSTRUCTION. • , ·1 Ex h i b i t A Pa g e 2 2 6 o f 1 2 5 7 •• • CIT Y OF EN GLEWO OD , COU NT Y OF ARAPAH OE CHICK-FIL-A AT SPEER'S BROADWAY -PUD AMENDMENT LOT 1, SPEER'S BROADWAY ADDITION, FILING NO. 21ST AMENDMENT LOCATED IN THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 34, TOWNSH IP 4 SOUTH, RANGE 68 WEST OF THE SIXTH PRINCIPAL MERIDIAN, 4000 PSI COMPRESSIVE STRENGTH CONCRETE CITY OF ENGLEWOOD, COUNTY OF ARAPAHOE, STATE OF COLORADOfrMIX PER SPECIFICATION. 6"x6"x6 GAUGE WELDED WIRE FABRIC SEATED AND REQUIRED AT ALL JUNCTIONS WITH CONCRETE SECURED ON STANDSl, 4000 PSI COMPRESS/VE r-STRENGTH CONCRETE ASPHALT PAVEMENT \ SEE PLAN FOR / DOWELED CONSTRUCT/ON JOINTAND BASE COURSE \ SLAB THICKNESS ..... i-,,-,----,----,,---,-..--,,',--,-~-,-,.-,-~~-.,..., I "R .e ..... .e•·..... ··•.•··· · ·...: . ~.-• ·!e1 ~~ .•-.. • . .••. . ·: .• ....... .. _....... •\"~-:"""""i,:..• .., .. ::. .. .. •.. . . ' PROPOSED PAVING• • •' •• •• • : t 4 E\!~Tl!\G PJ'\ '"' !).f.: .. ' ,.•:.• .... •.-·····-. :-.. '° . ···" NEW PAVEMENTmm mm m m~'iii''iii'·~n"'fii"rr,- -mm mm m m=m mm m " \__ SUBBASE SEE NOTE#1 NOTE, SEE GRADING PLAN¾" GRADE A36 STEEL DOWEL 14" FOR FINISH PAVEMENT GRADELENGTH, 12"0.C. SPACING. ' GREASE OR SLEEVE ONE END 1. NOTE : ~ 1/2" R LANOSCAPING.. :C 'l'~~q,v' ?;:~"'¼'y">~ •• "A -''-~ ·'"' ' • ' .. < ~-«'~ . I.-.. .' 7 3/4'" -1 NOTE : 1. GENERAL CONTRACTOR SHALL REFERENCE GEOTECHNICAL EXPANSION JOINT AT 20' INTERVALS NOTE : 1. GENERAL CONTRACTOR SHALL REFERENCE GEOTECHNICAL REPORT REFERENCED ON THE COVER SHEET OF THIS PLAN 1 . GENERAL CONTRACTOR SHALL REFERENCE GEOTECHN/CAL REPORT REFERENCED ON THE COVER SHEET OF THIS PLAN SET FOR PAVEMENT SECTION REQUIREMENTS. REPORT REFERENCED ON THE COVER SHEET OF THIS PLAN SET FOR PAVEMENT SECTION REQUIREMENTS. SET FOR PAVEMENT SECTION REQUIREMENTS. TRANSVERSE AND 1 CONCRETE PAVEMENT DRIVE-THRU LANE <Ji) PAVEMENT EDGE DETAIL 3 LONGITUDINAL DOWELED CONSTRUCTION JOINT 4 CEMENT CONCRETE BARRIER CURB EXIST ING CURB EXISTING CURB cs.o NOTTO SCALE NOTTO SCALE cs.a NOTTO SCALE EXTEND BASE 6" BEYOND FOR APPLICATIONS WITHOUT CURB & GUTTER, SIDEWALKS, BUILDINGS TACK COAT OR OTHER STRUCTURES (APPLICATION RA TE PER LOCAL D.O.T. SPECIF/CATIONS) 12" i" EXPANSION ~--1JO/NT PER DETAIL SHEET#### ;L -3.5" THICK ASPHAL TIC CONCRETE SURFACE COURSE ..,W..,L~ll ..,L ..,W ...11 ..1 ...~...W...~...W...~...W...~...W..,l IF PRESENT ON-SITE, UNSUITABLE SUBGRADE #J REBAR@ 1B" O.C. (VERT) MATERIAL SHALL BE REPLACED WITH SUITABLE & #JREBAR@. 18 " 0.C. SUBBASE MA TE RIAL AS SPECIFIED IN THE GEOTE.CHNICAL7(HORIZ) CONTINUOUS LOCATE •< SEE NOTE # REPORT REFERENCED ON THE COVER SHEET OFALL BARS MIN. OF 2-112" 1 THIS PLANSET. CONCRETE CLEAR FROM FACE OF 6 " THICK AGGREGATE• BASE COURSE 5 18" STEP-OFF CURB NOTE :cs.a NOTTO SCALE 1. GENERAL CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT REFERENCED ON THE COVER SHEET OF THIS PLANSET FOR PAVEMENT, AGGREGATE, AND SUBGRADE SECTION REQUIREMENTS. • i 24" LUBRICATED NO. 8 SMOOTH DOWEL URETHANE JOINT SEALING COMPOUND 2. MATCH EXISTING PAVEMENT, AGGREGATE, AND SUBGRADE SECTION THICKNESS IF LARGER THAN WHAT IS SHOWN IN THIS DETAIL OR SPECIFIED IN THE GEOTECHNICAL REPORT. 6 TYPICAL HMAC PAVEMENT SECTION 7 DRIVE-THRU STRIPING DETAIL cs.a NOTTO SCALE cs.a NOT TO SCALE 1.262s · PLAN 1.670" TY P. CURB 't 3/8" EXPANSION JOINT 000000 000000000 000 000000 000000000 000 000000 000000000 000 (WHERE APPLICABLE) 3¼" TO 4.. 0.02 FT./FT.- • • • • ~ • 2" • • •• 4 ••.,, \\ "'· • 4 CEMENT 00000,...--,..,0000 0000 oocoo CONCRETE SIDEWALK (WHERE APPLICABLE) 0 0 0 0 0DOWEL SLEEVE (CLOSED#3 BARS ON 16" ON 0END) TO FIT DOWEL ANO BE SECURED. CENTER EACH WAY • 000 000i• DECK-0-FOAM EXPANSION JOINT TO BE INSTALLED 1'--0" C.C. 0000 ~~~ 00000FILLER WI PRE-SCORED STRIP OR 00000 0000000OTHER CFA APPROVED MATERIAL LUBRICATE THIS END 00000 000000000 0000 ,,.. ooo oo 000000 000 ,o 000 000 0 00 000~ 0 0 0000000000000 ~ 0ooo~ NOTES: '-"· ooo o,..._._,0000000,,__..._,oo1. N0.5SMOOTHDOWELBARMAYBEUSEDIN 51NCHAND6INCH PAVEMENT THICKNESS . OOOCJ -v-°" 00000 0 0 0 00 0 0 0 2. LONGITUDINAL BUTT CONSTRUCTION MAY BE UTILIZED IN PLACE OF -'-+--B--+--l:,e,oo O°00LONGITUDINAL HINGED (KEYWA YJ JOINT AT CONTRACTORS OPTION. 0 0 0 0 0 0 0 0 0.09" 0 0 0 0 0 0.09"3. DOWEL BARS SHALL BE DRILLED INTO PAVEMENT HORIZONTALLY BY USE OF A MECHANICAL EQUIPMENT. OPTIONAL FOR NOTES : TYP. TY P_ 0 00 0 'a6 -s C5.0 NOTTO SCALE 3'-0" PAINT SOLID PA!NTSOLID 6'-0" DIRECTIONAL ARROW NOTTO SCALE ACCESSIBILITY SYMBOL NOTTO SCALE NOTES ; 1. GENERAL CONTRACTOR SHALL REFER TD PARKING LOT STRIPING SPECIF/CATIONS, SEE DETAIL 2 . PAVEMENT MARKINGS SHALL BE APPLIED ACCORDING TO REQUIREMENTS AS OUTLINED IN SECTION 3B OF THE CURRENT MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES 3. CONTRACTOR SHALL USE WHITE REFLECTIVE PAINT ON ASPHALT & YELLOW REFLECTIVE PAINT ON CONCRETE, UNLESS UPON VER/FICA TION BY THE GENERAL CONTRACTOR IT IS DETERMINED THAT LOCAL , STATE, OR ADA CODES DIFFER, IN WHICH CASE THESE CODES SHALL GOVERN. @ PAVEMENT MARKINGS -1 NOTTO SCALE / '\:J~ I-0.9" I- URETHANE JOINT SEALING COMPOUND VERTICAL SAW CUT ELE VA TION f• WIDE (MIN.) {TOP ¾" NO SEALING COMPOUND) NOTE: PREFABRICATED PANELS PER A.DA ACCESSIBILITY GU IDELINES SECTION 42 92 & A4.29 .2 SHALL BE USED _ NOTE: FIELD LEVEL MICRO-TEXTURE 41 POINTS PER SQUARE INCH WAYS SEENOTE #1 NO TES : • 1. ,JOINT SPACING TO BE 12 ' lf 12' WITH EVERY OTHER JOIN T BE!NG AN EXPANSION JOINT. 4. DRILLINGBY HAND IS NOT ACCEPTABLE, PUSHING DOWEL BARS INTO WET INTEGRAL POUR 1. THE DETECTABLE WARNING DEVICE SHALL BE LOCATED SO THAT THE NEAREST EDGE OF THE DEVICE IS 6 TO 8 INCHES FROM THE FACE OF CONCRETE NOT ACCEPTABLE. CURB LINE. 2. DETECTABLE WARNING DEVICE SHALL BE 24 INCHES IN THE DIRECTION OF TRAVEL AND EXTEND THE FULL WIDTH OF THE RAMP OR FLUSH 5. JOINT SPACING TD BE 24"X24' (EVERY OTHER JOINT) SRUFACE. 3. DETECTABLE WARNING SURFACES SHALL BE CONSTRUCTED BY TEXTURING PRODUCTS CONFORMING TD PROWAG R304. TRANSITION SLOPES ARE NOTTO HAVE DETECTABLE WARNINGS . CONTRACTOR SHALL CONFIRM LOCAL CODES ARE MET. 4. WHERE A CURB RAMP IS CONSTRUCTED WITHIN AN E)(IST/NG CURB. CURB & GUTTER AND/OR SIDEWALK, THE EXISTING CURB & GUTTER SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE CURB TRANSITIONS OR TO THE EXTENT THAT NO REMAINING SECTION OF CURB OR CURB & GUTTER IS LESS THAN 5' LONG . THE EXISTING SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE. TRANSIT/ON CONTRACTION JOINTSLOPE WALK AROUND DR TO THE EXTENT THAT NO REMAINING SECTION OF SIDEWALK IS LESS THAN 5'.@ EXPANSION JOINT 5. THE PLAN MUST PROVIDE FOR DETECTABLE WARNING SURFACE COLORS OR MATERIALS THAT PROVIDE THE NECESSARY CONTRAST. EITHER NOTTO SCALE DARK-ON-LIGHT, OR LIGHT-ON-DARK. STANDARD DOME COLOR IS BRICK RED. NOTE :NOTTO SCALE ® MOUNTABLE CURB 6. TRUNCATED DOMES TO BE INSTALLED USING ARMOR TILE CAST IN PLACE DOME TACTILE TILE. PART NUMBER ADA-2424 OR OTHER GENERAL CONTRACTO ~ SHALL REFERENCE GEOTECHN/CAL'NOTTO SCALE EQUIVALENT APPROVED MATERIAL. PREFERRED MANUFACTURER ARMOR TILE TACTILE SYSTEMS LANCE MITCHELL(919)622-4615 UNLESS REPORT FOR PA VEMENT SECTION REQUIREMENTS. PAVERSARE REQUIRED, CONTRACTOR TO VERIFY THAT CURB RAMPS MEET LOCAL CODES AND ADA REQUIREMENTS. 11 DETECTABLE WARNING SURFACE C 000000'-10 ==t==;c 000 ~ <( u..i0a: ~ m 0 0 ~ ~ •-Cf) a 0 ~ a ffi a: w 0 <( D... w a: ~ Cf) m ...J w Cf)<( • CJ I ...J :8 w z [[ 0 C')I 0 ~ -:::r: ! 0 .. ...!! E<o,0 ~~ u -~ z t z 0 > "' :c ~~1 ii 1 ~1 ~ uu•C < ~• u ~ 0 •• • "~ •~ 0 ~•u 0• " u ~" " " •u E...I 0 ...I u C••Ill s:... QI .c :::, QI ... .. C :, .c 0 Ill·-IJ') ~O'I (I) ..C :, .a w CNC QI O'I (I) "'> 0<{Ill C 00 N::::, ·--0 a, N 111 ~ C <{ N .r::. ::::, N $'. ~ Ill t--[ii IJ'J -N...O'I C N .... CU)111 0 00 (I) NDJ u ~ :.:: "' ~ ________________________________________________________...;:;=:;__________________________________________________________________...1____....JL...--....;:~ N~ •u ci I D ~ ~ N N /~-c •C /• ~ C ~ D• ~ " ~ 00 N z D •• NE /, D D " ~ 0 D "'~ N D 0 c-.i II)~ CS.a NOT TO SCALE / SITE DEVEL OP ME NT PLAN SP EE R'S BROADWAY PUD AM END ME NT NO . 1 0 Ex h i b i t A Pa g e 2 2 7 o f 1 2 5 7 Ap Ap Pm Pm Pm Pm Pm Pm Pm Pm Pm Pm Pv Pv PvPv Pv Pv Pv Pv Pv Pv PvPvPvPv PvPv Pv Pv Pv Pv Pv A A A P B B Pb Pb Pb Pb Pb Am Am Am Pb Pb Pb Pb Pb Am Am Pm Pm Pm Sn NNNNN NNNNN NNNN Pv Pv Pv Pv Pv Pv N Pv Pv Pv NNNEE Pb Pb Pv Pv Pv NNNNN Pv Pv Pm Pm Pm Pm Pm Pm Pm B B B B B P P B BB P P P AAAAAA Sn SnSn Sn SnSn Sn E BBB Pm BBB Pm BBB Pm BBB Pm BBB Pm Pm BBBAAA PPP AAA PPP AAA PPPBBB Pm Pm AAA PPP A Pm J J J J J J J Ac AcAc Pv Pv Pv PvPv Pv Pv PvPv Pb Pb Pb Pb Sn SnSn Sn Sn Sn A P AA P P P P P Ap Pb AA P P P P AA BBBB BBB B BBBPm PmBBPm Ac Ap ApApAp Ap Ap Ap Ap Ap Ap ApAp AAAPPPApApPmPm PvPvPv Sn SnSn ApAp AcAcApApAcApPmPmPmPm A AAAAA Ac ApApAcAp Pm AAA Ac ApAp Ap Pv Pv Pv PmPmPmAAA Pv Pv PvAAA Ap Ap Pm Pm Pm Pm Pm Pm Pm Pm Pm Pm Pv Pv PvPv Pv Pv Pv Pv Pv Pv PvPvPvPv PvPv Pv Pv Pv Pv Pv A A A P B B Pb Pb Pb Pb Pb Am Am Am Pb Pb Pb Pb Pb Am Am Pm Pm Pm Sn NNNNN NNNNN NNNN Pv Pv Pv Pv Pv Pv N Pv Pv PvNNNEE Pb Pb Pv Pv Pv NNNNN Pv Pv Pm Pm Pm Pm Pm Pm Pm B B B BB P P B BB P P P AAAAAA Sn SnSn Sn SnSn Sn E BBB Pm BBB Pm BBB Pm BBB Pm BBB Pm Pm BBBAAA PPP AAA PPP AAA PPPBBB Pm Pm AAA PPP A Pm J J J J J J J Ac AcAc Pv Pv Pv PvPv Pv Pv PvPv Pb Pb Pb Pb Sn SnSn Sn Sn Sn A P AA P P P P P Ap Pb AA P P P P AA BBBB BBB B BBBPm PmBBPm Ac Ap ApApAp Ap Ap Ap Ap Ap Ap ApAp AAAPPPApApPmPm PvPvPv Sn SnSn ApAp AcAcApApAcApPmPmPmPm A AAAAAAcApApAcApPmAAAAcApApAp Pv Pv Pv PmPmPmAAA Pv Pv PvAAA Ap Ap Pm Pm Pm Pm Pm Pm Pm Pm Pm Pm Pv Pv PvPv Pv Pv Pv Pv Pv Pv PvPvPvPv PvPv Pv Pv Pv Pv Pv SnSn SnSn Sn SnSn Sn EXISTING TREE TO BE RETAINED PROTECT DURING CONSTRUCTION EXISTING TREE TO BE REMOVED EX. LANDSCAPING TO REMAIN PROTECT DURING CONSTRUCTION EX. LANDSCAPING TO BE REMOVED LANDSCAPE LEGEND CHICK-FIL-A AT SPEER'S BROADWAY - PUD AMENDMENT CH I C K - F I L - A 52 0 0 B U F F I N G T O N R O A D AT L A N T A , G E O R G I A 3 0 3 4 9 - 29 9 8 Dial 811 Call before you dig. Know what's below. Or 1-800-922-1987 SCALE: 1"=20' PROPERTY BOUNDARY PROPERTY BOUNDARY SEE ENLARGEMENT 1, RIGHT & BELOW (DASHED LINE) SEE ENLARGEMENT 2, ABOVE (DASHED LINE) ENLARGEMENT 1 ENLARGEMENT 2 IRRIGATION NOTE: AS S H O W N SCALE: 1"=10' EXISTING BUILDING PROPERTY BOUNDARY PROPERTY BOUNDARY LANDSCAPE PLAN - OVERALL SITE NOTE: LANDSCAPE ARCHITECT: SEE PARKING LOT PLANTER DETAILS ON L2 Ex h i b i t A Pa g e 2 2 8 o f 1 2 5 7 SYMBOL QTY BOTANICAL / COMMON NAME CONT. SHRUBS 10 AMORPHA CANESCENS / LEADPLANT 5 GAL. 28 ARCTOSTAPHYLOS X COLORADENSIS 'PANCHITO' / PANCHITO MANZANITA 5 GAL. 5 ARONIA MELANOCARPA 'MORTON' / IROQUOIS BEAUTY™ BLACK CHOKEBERRY 5 GAL. 3 ERICAMERIA NAUSEOSA SPECIOSA / BLUE RABBITBRUSH 5 GAL. 7 JUNIPERUS SCOPULORUM 'BLUE ARROW' / BLUE ARROW JUNIPER 5 GAL. 17 PRUNUS BESSEYI 'P011S' / PAWNEE BUTTES® SAND CHERRY 5 GAL. GRASSES 44 BOUTELOUA GRACILIS 'BLONDE AMBITION' / BLONDE AMBITION BLUE GRAMA 1 GAL. 23 NASSELLA TENUISSIMA / MEXICAN FEATHER GRASS 1 GAL. 53 PANICUM VIRGATUM 'SHENANDOAH' / SHENANDOAH SWITCH GRASS 1 GAL. 17 SORGHASTRUM NUTANS 'SIOUX BLUE' / SIOUX BLUE INDIAN GRASS 1 GAL. PERENNIALS 47 AGASTACHE CANA 'SINNING' / SONORAN SUNSET® HUMMINGBIRD MINT 1 GAL. 31 PENSTEMON PINIFOLIUS / THREADLEAF BEARDTONGUE 1 GAL. 42 PENSTEMON X MEXICALI 'P007S' / PIKES PEAK PURPLE® PENSTEMON 1 GAL. Ac Ap Am EJ Pb B N Pv Sn A P Pm APPX. 500 SF MULCH MULCH ALL PLANTING AREAS WITH 1" TAN RIVER ROCK OVER WEED BARRIER FABRIC ROCK MULCH DEPTH TO MATCH EXISTING. PROVIDE WEED BARRIER CUTOUTS AND WOOD MULCH RINGS FOR PLANTS EQUAL TO AT LEAST THE DIAMETER OF THE ROOTBALL. SYMBOL QTY BOTANICAL / COMMON NAME CONT.SIZE TREES 3 ACER TATARICUM / TATARIAN MAPLE NURSERY GROWN FOR STREET TREE USE, BRANCHING AT 5'. STAKE AND GUY ONE GROWING SEASON B & B 2.5" CAL 3 KOELREUTERIA PANICULATA / GOLDEN RAIN TREE NURSERY GROWN FOR STREET TREE USE, BRANCHING AT 5'. STAKE AND GUY ONE GROWING SEASON B & B 2.5" CAL PLANT SCHEDULE CHICK-FIL-A AT SPEER'S BROADWAY - PUD AMENDMENT CH I C K - F I L - A 52 0 0 B U F F I N G T O N R O A D AT L A N T A , G E O R G I A 3 0 3 4 9 - 29 9 8 Dial 811 Call before you dig. Know what's below. Or 1-800-922-1987 N/ A Ex h i b i t A Pa g e 2 2 9 o f 1 2 5 7 PERMIT 02/16/2023 Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. CONSULTANT PROJECT # PRINTED FOR DATE SHEET SHEET NUMBER CJC DRAWN BY NO. DATE DESCRIPTION BR O A D W A Y & DA R T M O U T H F S U REVISION SCHEDULE A 03336 1234 B C D E A B C D E 1234 FSR# CH I C K - F I L - A 30 8 5 S . B R O A D W A Y EN G L E W O O D , C O Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349- 2998 22704 BUILDING TYPE / SIZE: RELEASE: S08H-N-TWISTED XX/XX/20XX T1.1 COVER SHEET $%%5(9,$7,216 6<0%2/6 *(1(5$/352-(&7127(6 3085 S. BROADWAY ENGLEWOOD, CO 352-(&7',5(&725< '(9(/230(17&217$&76 6,7(9,&,1,7<0$3 3(50,7,668('$7(6 3(50,768%0,77$/'$7(6 '()(55('68%0,77$/6 ,1'(;2)'5$:,1*6 352-(&7'$7$ $33/,&$%/(&2'(6 6&23(2):25. 6(3$5$7(68%0,77$/6 ; ;;; X/XX.X ; ; X'-X" LOCATION XX-X ; Ex h i b i t A Pa g e 2 3 0 o f 1 2 5 7 PERMIT 10/22/2024 Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. CONSULTANT PROJECT # PRINTED FOR DATE SHEET SHEET NUMBER MHA DRAWN BY NO. DATE DESCRIPTION BR O A D W A Y & DA R T M O U T H F S U REVISION SCHEDULE A 03336 1234 B C D E A B C D E 1234 FSR# CH I C K - F I L - A 30 8 5 S . B R O A D W A Y EN G L E W O O D , C O Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349- 2998 22704 BUILDING TYPE / SIZE: RELEASE: S08H-N-TWISTED XX/XX/20XX ))&$123<3/$1 .(<('127(6 20'&$123<3/$1 ))&$123<(/(9$7,21 ))&$123<(/(9$7,21 6&5((1:$//'(7$,/ A1.1 Ex h i b i t A Pa g e 2 3 1 o f 1 2 5 7 PERMIT 10/22/2024 Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. CONSULTANT PROJECT # PRINTED FOR DATE SHEET SHEET NUMBER MHADRAWN BY NO. DATE DESCRIPTION BR O A D W A Y & DA R T M O U T H F S U REVISION SCHEDULE A 03336 1234 B C D E A B C D E 1234 FSR# CH I C K - F I L - A 30 8 5 S . B R O A D W A Y EN G L E W O O D , C O Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349- 2998 22704 BUILDING TYPE / SIZE: RELEASE: S08H-N-TWISTED XX/XX/20XX A2.1 EXTERIOR ELEVATIONS OMD CANOPY *(1(5$/127(6 0$7(5,$//(*(1' .(<('127(6 :(67(/(9$7,21 1257+(/(9$7,21 Ex h i b i t A Pa g e 2 3 2 o f 1 2 5 7 1 CITY OF ENGLEWOOD PLANNING AND ZONING COMMISSION IN THE MATTER OF CASE #ZON2024-005 ) FINDINGS OF FACT, CONCLUSIONS ) AND RECOMMENDATIONS FOR THE ) FINDINGS OF FACT AND AMENDMENT TO A PLANNED UNIT ) CONCLUSIONS OF THE DEVELOPMENT AT 3085 SOUTH BROADWAY ) CITY PLANNING AND ) ZONING COMMISSION ) ) ) INITIATED BY: ) Parker Bodily ) Barghausen Consulting Engineers, Inc. ) 18215 72nd Avenue South ) Kent, Washington 98032 ) Commission Members Present: Haggerty, Austin, Montiel, Ruddell, Hubka, Wrensen, Kaplan, Martinez Commission Members Absent: Adams This matter was heard before the Englewood Planning and Zoning Commission on August 5, 2025 in Englewood City Council Chambers. Testimony was received from staff, the applicant team, and the public. Written information in the form of a staff report and supporting documentation were incorporated into the record. After considering statements of the witnesses, and reviewing the pertinent documents, the members of the Englewood Planning and Zoning Commission made the following Findings and Conclusions. FINDINGS OF FACT 1. THAT Barghausen Consulting Engineers, Inc. submitted an application for an amendment to the previous Chick-Fil-A Planned Unit Development (PUD) that was approved in 2014. Page 233 of 1257 2 2. THAT the proposed PUD Amendment is to allow for the construction of two canopies over the existing drive-through as well as additional paving along the eastern side of the site along Broadway for a vehicle bypass lane. 3. THAT notice of the public hearing was published in the Englewood Herald on July 17, 2025 and notice of the public hearing was on the City of Englewood’s website from July 9, 2025 through August 5, 2025. 4. THAT the property was posted as required, said posting setting forth the date, time, and place of the public hearing. 5. THAT pursuant to the planned unit development procedure, the proposed PUD was reviewed by the Development Review Team (DRT) in April 2024, January 2025, May 2025, and June 2025. 6. THAT pursuant to the planned unit development procedure, the applicant conducted neighborhood meetings on September 6, 2024 and July 24, 2025. 7. THAT the proposed modifications that governed the original planned unit development be amended by the same process that new planned unit developments must follow. 8. THAT the proposed PUD Amendment provides benefits beyond just the property and are not strictly to facilitate a project. • The Englewood Chick-Fil-A restaurant has been operating successfully on this property since 2017. Its popularity with the Englewood community is evidenced by this request for a PUD Amendment to allow for additional employees and customers. 9. THAT the deviations from the standards result in development that equally or better meets the purposes, intent, and design objects of the code. • The proposed amendment meets or exceeds the standards of development outlined in the original 2014 Planned Unit Development. The amendment will provide additional landscaping beyond what is currently on the site under the existing PUD. 10. THAT the flexibility proposed in the plan is based on one or more of the following additional criteria: • Improved multi-modal transportation, considering access to transit, bicycle systems or walkable destinations. • Better environmental performance, considering energy use, water or air quality and integration with natural systems. • Improved amenities for residents, businesses, or patrons within the project or vicinity of the project. Page 234 of 1257 3 o This Chick-Fil-A restaurant serves surrounding businesses, residents, and patrons and provides employment opportunities for the community. It is a destination on South Broadway in Englewood. • More efficient use of infrastructure and lower burden on public facilities and services. • Better integration of all elements of development, including streetscapes, civic spaces, infrastructure, buildings, accessory site facilities – both internal to the project and with surrounding properties. CONCLUSIONS 1. THAT the application was filed by Barghuasen Consulting Engineers, Inc. seeking approval for an amendment to the previous Chick-Fil-A Planned Unit Development that was approved in 2014. 2. THAT the proposed PUD Amendment is to allow for the construction of two canopies over the existing drive-through as well as additional paving along the eastern side of the site along Broadway for a vehicle bypass lane. 3. THAT proper notification of the date, time, and place of the public hearing was given by publication in the official city newspaper, posting on the city’s website and by posting the property for the required length of time. 4. THAT all testimony received from staff, the applicant, and the public were made part of the record of the public hearing. 5. THAT the City of Englewood’s Development Review Team (DRT) reviewed the Planned Unit Development Amendment and the applicant addressed all issues identified by the DRT. 6. THAT the planned unit development is substantially consistent with the goals, objectives, and policies of the city as detailed below: • Goal Work 1: Supports local and regional businesses to build and maintain a diverse and compatible base of companies. o Objective Work - 1.1: Develops programs and projects to actively retain and assist existing commercial and industrial businesses.  The proposed PUD Amendment would expand an existing local commercial business that serves residents, employees, and Englewood visitors. Page 235 of 1257 4 • Goal Work 2: Build, attract and retain a quality workforce. o Objective Work 2-5: Work to attract adult education programs to prepare a future workforce and encourage job creation.  Chick-Fil-A sponsors a Remarkable Futures Scholarship program where restaurant team members across the United States, Canada and Puerto Rico are offered the opportunity to apply for college scholarships to pursue a higher education. DECISION THEREFORE, it is the decision of the Englewood Planning and Zoning Commission that the application filed by Barghausen Consulting Engineers, Inc. for an amendment to the previous Chick-Fil-A Planned Development be recommended to city council for approval with conditions. The decision was reached upon a vote on a motion made at the meeting of the planning and zoning commission on August 5, 2025, by Chair Martinez, seconded by Ms. Hubka, which motion states: MOTION TO RECOMMEND CITY COUNCIL APPROVE CASE ZON2024-005, PLANNED UNIT DEVELOPMENT AMENDMENT WITH THE FOLLOWING CONDITIONS: 1. PRESERVE OR PROVIDE ADA COMPLIANT SIDEWALK ALONG SOUTH BROADWAY. 2. PROTECT VIEW OF MURAL IN NORTHERN LANDSCAPE STRIP. 3. ADD TWO, 2-1/2” CALIPER TREES TO THE LANDSCAPE PLAN. ONE EACH ON THE NORTH AND SOUTH SIDES OF THE PROPOSED VEHICLE BYPASS LANE. AYES: Haggerty, Austin, Montiel, Ruddell, Hubka, Wrensen, Kaplan, Martinez NAYS: None ABSTAIN: None ABSENT: Adams The motion carried. These Findings and Conclusions are effective as of the meeting on August 5, 2025. Page 236 of 1257 5 BY ORDER OF THE CITY PLANNING & ZONING COMMISSION Aaron Martinez, Chair Page 237 of 1257 Page 238 of 1257 Page 239 of 1257 COREBARGI-IAUSEN A DIVISION OF CORE STATES GROUP STATES March 24, 2025 Engineering Rev i ew City of Eng lew ood Subject: Drainage Letter BCE Job No. 22704 To w hom it may concern: This letter is i ntended as an update to the approved dra i nage design Merri ck & Co. prepared for the Ch ick-fi l-A commercia l development located at the northwest corner of W. Dartmouth Avenue and S. Broadw ay. City of Eng lewood approved the Origina l Study in 2018. Per the origina l study, the site is broken up into 9 subbas ins. Subbasins 1 and 5 are i mpacted w ith the proposed development. Subbas in 1 was designed to flow exiti ng the dri ve-thru east out onto S. Broadw ay, and was not included in the sizing ca lcu lati ons for the on-s ite detention pipe system. The proposed changes include a ga i n of 550 SF of impervious surface, how ever, a canopy has been proposed (710 SF) that is connected to the on-site drainage system. While 0.01 acres of runoff are added to the site, only 160 SF of add it iona l runoff will be discharged to the right of way. Th is amount i s negligi ble and shou ld not have any noticeable impact on any dow nstream bas ins or conveyance systems . Subbas in 5 was designed to flow i nto a storm in l et along the curb of the western-most row of parking sta ll s that drain to the on-site detention p ipe system . The proposed changes include a ga i n of 155 SF of landscaping and a loss of 102 SF of landscaping. In this subbas i n, the i mpervi ous area rece ived a net loss of 53 SF. W ith all site modi ficati ons i n consideration, the detention pipe system will hand le an additional 662 SF (715 SF from the canopy m inus the 53 SF loss in Subbasin 5 ) of runoff. The detenti on pipe system w as origina ll y oversized, w ith the previ ous requ ired volume of 5780 CF and provi ded vo lume of 5889 CF . Assum ing proportiona l volume requ ired for the additiona l runoff from the project, the exi st ing detenti on pipe system is adequately sized to handle the proposed site modificat ions. Area (Acres) Requ ired Volume (CF ) Provi ded Vo lume (CF ) Original Development 0.97 5780 5889 Proposed 0.985 (0 .985*5780/ 0.97) =5869 5889 (No changes proposed) BARGHAUSEN CONSULTING ENGINEERS, LLC A DIVISION OF CORE STATES C RO UP 18215 72ND AVENUE SOUTH, KEN T, W A 9 8032 P) 4 25.2516222 F}425.25l 8782 barg hausen.com Page 240 of 1257 Traffic Impact Study Chick-fil-A at Dartmouth & Broadway Englewood, CO Prepared for: Chick-fil-A, Inc. © Kimley-Horn and Associates, Inc. 2013 Page 241 of 1257 Page 242 of 1257 TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ i APPENDICES ............................................................................................................................ i LIST OF TABLES ..................................................................................................................... ii LIST OF FIGURES ................................................................................................................... ii 1.0 EXECUTIVE SUMMARY ...................................................................................................1 2.0 INTRODUCTION .................................................................................................................5 3.0 EXISTING AND FUTURE CONDITIONS ..........................................................................7 3.1 Existing Roadway Network .......................................................................................................7 3.2 Existing Study Area ....................................................................................................................7 3.3 Existing Traffic Volumes ............................................................................................................9 3.4 Unspecified Development Traffic Growth ................................................................................9 4.0 PROJECT TRAFFIC CHARACTERISTICS .......................................................................13 4.1 Trip Generation ......................................................................................................................... 13 4.2 Trip Distribution ....................................................................................................................... 14 4.3 Traffic Assignment and Total (Background Plus Project) Traffic ......................................... 18 5.0 TRAFFIC OPERATIONS ANALYSIS ...............................................................................24 5.1 Analysis Methodology ............................................................................................................. 24 5.2 Key Intersection Operational Analysis.................................................................................... 25 5.3 Left Turn Bay Length Analysis ................................................................................................ 32 6.0 CONCLUSIONS AND RECOMMENDATIONS ...............................................................34 APPENDICES Appendix A – Site Plan Appendix B – Intersection Count Data Appendix C – Trip Generation Calculations Appendix D – Intersection Analysis Worksheets Appendix E – Intersection Queuing Analysis Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page i Page 243 of 1257 LIST OF TABLES Table 1 – Chick-fil-A at Dartmouth and Broadway Project Traffic Generation ............................. 14 Table 2 – Level of Service Definitions ............................................................................................... 24 Table 3 – Dartmouth Avenue and South Broadway LOS Results .................................................. 26 Table 4 – Dartmouth Avenue and South Acoma Street LOS Results ............................................. 28 Table 5 – Dartmouth Avenue and South Acoma Street LOS Results ............................................. 30 Table 6 – South Broadway and Eastern Access LOS Results .......................................................... 31 Table 7 – Acoma Street and Western Access LOS Results............................................................... 31 Table 8 – Left Turn Lane Length Analysis Results and Recommendations ................................... 32 Table 9 – Summary of Intersection Improvements .......................................................................... 33 LIST OF FIGURES Figure 1 – Vicinity Map ........................................................................................................................6 Figure 2 – Existing Lanes and Control ................................................................................................8 Figure 3 – Existing 2013 Traffic Volumes ......................................................................................... 10 Figure 4 – 2015 Background Traffic Volumes................................................................................... 11 Figure 5 – 2035 Background Traffic Volumes................................................................................... 12 Figure 6 – Non Pass-By Trip Distribution ........................................................................................ 15 Figure 7 – Weekday & Saturday Midday Peak Hour Pass-By Trip Distribution .......................... 16 Figure 8 – PM Peak Hour Pass-By Trip Distribution ....................................................................... 17 Figure 9 – Non Pass-By Traffic Assignment ..................................................................................... 19 Figure 10 – Pass-By Traffic Assignment ........................................................................................... 20 Figure 11 – Alley Redistributed Traffic ............................................................................................. 21 Figure 12 – 2015 Background Plus Project Traffic Volumes ............................................................ 22 Figure 13 – 2035 Background Plus Project Traffic Volumes ............................................................ 23 Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page ii Page 244 of 1257 1.0 EXECUTIVE SUMMARY A new Chick-fil-A is proposed to be located on the northwest corner of the Dartmouth Avenue and South Broadway intersection in Englewood, Colorado. The Chick-fil-A fast food restaurant with drive through would replace an existing building that contained a previous indoor amusement park, as well as two residences along Acoma Street. The new Chick-fil-A is proposed with a building totaling 4,580 square feet. The existing building, previously the indoor amusement park, consists of approximately 21,600 square feet. Chick-fil-A at Dartmouth and Broadway is expected to begin construction later this year, with an opening next year. Analysis was therefore completed for the 2015 horizon, as well as the 2035 long-term twenty year horizon as required by the City of Englewood. The purpose of this study is to identify project traffic generation characteristics, to identify potential project traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts. Specifically, this study has been revised to include an additional key intersection and updated intersection traffic volume counts. The following intersections were incorporated into this traffic study in accordance with City of Englewood standards and requirements: · Dartmouth Avenue and South Broadway · Dartmouth Avenue and South Acoma Street · Cornell Avenue and South Acoma Street Regional access to Chick-fil-A will be provided by Interstate 25, Santa Fe Drive (US-85) and Hampden Avenue (US-285). Primary access to the proposed restaurant is to be provided by Dartmouth Avenue and South Broadway. The existing site direct access off of both Dartmouth Avenue and South Broadway are proposed to be removed and a full access off of Acoma Street and a right-in/right-out access off of South Broadway are proposed. Through the study area, Dartmouth Avenue provides one lane of travel eastbound and westbound. Separate left turn lanes have been designated on the Dartmouth Avenue approaches to South Broadway. South Broadway provides two through lanes in each direction (northbound and southbound) with a Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 1 Page 245 of 1257 35 mile per hour posted speed limit adjacent to the site. The intersection of Dartmouth Avenue with South Broadway operates with a traffic signal. Acoma Street and Cornell Avenue are local streets which allow a single lane in each direction. The approaches of Acoma Street to Dartmouth Avenue operate with stop control. The approaches of Cornell Avenue to Acoma Street operate with stop control. The Chick-fil-A at Dartmouth and Broadway is expected to generate approximately 111 weekday midday, 75 weekday afternoon, and 135 Saturday midday peak hour trips new to the street network. Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, demographic information, and the proposed access system for the restaurant. Assignment of the project traffic was based upon the trip generation described previously and the distributions developed. Based on the analysis presented in this report, the following recommendations are provided for consideration of implementation with construction of the proposed Chick-fil-A at Dartmouth and Broadway: · The existing 100-foot northbound left turn lane at the Dartmouth Avenue and South Broadway intersection is recommended to be lengthened. During the weekday afternoon peak hour with project development in 2015, it was found that 300 feet of storage is desirable for this northbound left turn lane. However, landscaping and art is located within the raised median approximately 200 feet south of the intersection. Therefore, it is recommended that the northbound left turn lane be lengthened to the maximum length possible without impacting the median landscaping. It is believed that the northbound left turn storage length could be increased from 100 feet to 150 feet plus a 50-foot taper to maintain the existing median landscaping and art. · The striped eastbound left turn lane at the Dartmouth Avenue and South Broadway intersection is recommended to be extended from 75 feet to 175 feet. This will reduce the eastbound queues approaching the intersection by providing additional stacking Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 2 Page 246 of 1257 distance, and should accommodate the entire eastbound left turn queue for the 2015 total traffic condition. To accommodate this left turn lane lengthening, on-street parking would need to be restricted along both sides of Dartmouth Avenue adjacent to the left turn lane. · The striped westbound left turn lane at the Dartmouth Avenue and South Broadway intersection is recommended to also be extended from 50 feet to 125 feet. This will reduce the length of the queue on the westbound approach to the intersection. Of note, this project doesn’t add to the storage need for the westbound left turn storage. It was noted that background conditions may cause insufficient existing storage for this westbound left turn. It is believed that the left turn lane could be lengthened without impacting on-street parking along Dartmouth Avenue; however, it may impact access to businesses along the east side of Broadway. This improvement is provided to the City of Englewood for consideration, outside of recommendations made specifically related to the addition of Chick-fil-A at Dartmouth and Broadway project traffic. · Left turn lanes are recommended to be designated along Dartmouth Avenue at Acoma Street. These left turn lanes will make it easier for traffic to turn to Acoma Street. It is recommended that the eastbound and westbound left turn lanes be designated with lengths of 50 feet. Dartmouth Avenue between Acoma Street and Broadway provides approximately 275 feet of distance for available back-to-back left turn lanes. The double- yellow centerline stripe is recommended to include a 50-foot westbound left turn lane for Acoma Street, a 50-foot transition, and a 175-foot eastbound left turn lane for South Broadway. This will require that on-street parking be restricted along Dartmouth Avenue adjacent to the left turn lanes and transitions. · Since Acoma Street has a width of approximately 30 feet, with parking presently allowed along both sides of the roadway, it can be fairly narrow in locations where cars are parked along both sides of the roadway. With construction of the project and the proposed access along Acoma Street, it is recommended that parking be restricted Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 3 Page 247 of 1257 adjacent to the site along the east side of Acoma Street so that both northbound and southbound vehicles will be able to access the site driveway and the Dartmouth Avenue intersection. · The driveway approaches of the project to South Broadway and Acoma Street are recommended to operate with stop control. Therefore, R1-1 “STOP” signs are recommended on these approaches. Since the South Broadway access will allow right- in/right-out movements only, a Right Turn Only sign is recommended to be installed beneath the “STOP” sign. · All on-site and off-site signing and striping improvements should be incorporated into the Civil Drawings, and conform to City of Englewood standards, as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 4 Page 248 of 1257 2.0 INTRODUCTION Kimley-Horn and Associates, Inc. (Kimley-Horn) has prepared this report to document the results of a Traffic Impact Study of future traffic conditions associated with a proposed Chick- fil-A to be located on the northwest corner of the Dartmouth Avenue and South Broadway intersection in Englewood, Colorado. Figure 1 illustrates the vicinity of the proposed Chick-fil- A with respect to the surrounding area. The purpose of this study is to identify project traffic generation characteristics, to identify potential project traffic related impacts on the local street system, and to develop mitigation measures required for identified impacts. Specifically, this study has been revised to include an additional key intersection and updated intersection traffic volume counts. The following intersections were incorporated into this traffic study in accordance with City of Englewood standards and requirements: · Dartmouth Avenue and South Broadway · Dartmouth Avenue and South Acoma Street · Cornell Avenue and South Acoma Street The Chick-fil-A would replace an existing building that contained a previous indoor amusement park, as well as two residences along the east side of Acoma Street. The new Chick- fil-A is proposed with a building totaling 4,580 square feet. The existing building, previously the indoor amusement park, consists of approximately 21,600 square feet. The preliminary site plan is included in Appendix A. Chick-fil-A at Dartmouth and Broadway is expected to begin construction later this year, with an opening next year. Analysis was therefore completed for the 2015 horizon, as well as the 2035 long-term twenty year horizon as required by the City of Englewood. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 5 Page 249 of 1257 Page 250 of 1257 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Roadway Network Regional access to Chick-fil-A will be provided by Interstate 25, Santa Fe Drive (US-85) and Hampden Avenue (US-285). Primary access to the proposed restaurant is to be provided by Dartmouth Avenue and South Broadway. The existing site direct access off of both Dartmouth Avenue and South Broadway are proposed to be removed and a full access off of Acoma Street and a right-in/right-out access off of South Broadway are proposed. Through the study area, Dartmouth Avenue provides one lane of travel eastbound and westbound. Separate left turn lanes have been designated on the Dartmouth Avenue approaches to South Broadway. South Broadway provides two through lanes in each direction (northbound and southbound) with a 35 mile per hour posted speed limit adjacent to the site. The intersection of Dartmouth Avenue with South Broadway operates with a traffic signal. Acoma Street and Cornell Avenue are local streets which allow a single lane in each direction. The approaches of Acoma Street to Dartmouth Avenue operate with stop control. The approaches of Cornell Avenue to Acoma Street operate with stop control. The existing lanes and control for the key intersections are shown in Figure 2. 3.2 Existing Study Area The proposed Chick-fil-A at Dartmouth and Broadway is on the northwest corner of the Dartmouth Avenue and South Broadway intersection. The site is the existing building that previously contained an indoor amusement park. The area surrounding the site is primarily commercial at the four corners of the Dartmouth Avenue and South Broadway intersection. Behind this commercial, residential areas exist. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 7 Page 251 of 1257 Page 252 of 1257 3.3 Existing Traffic Volumes Existing peak hour turning movement counts were conducted at all three key intersections on Tuesday, October 1, 2013 for the weekday midday peak hour and Tuesday, September 10, 2013 for the weekday afternoon peak hour. Saturday counts were conducted for the Dartmouth Avenue study intersections on Saturday, June 29, 2013 and at the Cornell Avenue/Acoma Street intersection on Saturday, September 7, 2013. The counts were conducted in 15-minute intervals during the weekday midday and weekday afternoon peak hours of adjacent street traffic between 11:30 am to 1:30 pm and 4:00 pm to 6:00 pm, respectively, and for the Saturday midday peak hour between 11:30 am to 1:30 pm. Existing turning movement counts are shown in Figure 3. Count sheets are provided in Appendix B. 3.4 Unspecified Development Traffic Growth According to information provided on the website for the Colorado Department of Transportation, traffic volumes on Santa Fe Boulevard (US 85) in the project area are anticipated to increase by 22 percent in the next twenty years. The 20-year growth factor along this stretch of the highway, 1.22, equates to an annual growth rate of approximately 1.0 percent. The existing traffic volumes were grown at this annual rate in order to determine future 2015 and 2035 background traffic at the key intersections prior to the addition of Chick-fil-A project traffic. Background traffic volumes for 2015 and 2035 are shown in Figures 4 and 5, respectively. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 9 Page 253 of 1257 Page 254 of 1257 Page 255 of 1257 Page 256 of 1257 4.0 PROJECT TRAFFIC CHARACTERISTICS 4.1 Trip Generation Site-generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report1 published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley- Horn used the ITE Trip Generation Report average trip rates that apply to a Fast Food Restaurant with Drive-Through Window (934) for traffic associated with the proposed Chick- fil-A restaurant. The ITE Trip Generation Report for Fast Food Restaurant with Drive-Through Window has also identified that a typical pass-by traffic percentage generated by this type of use is 49 percent during the morning peak hour and 50 percent during the afternoon peak hour as identified in numerous studies of these restaurants per the 9th Edition Volume 1: User’s Guide and Handbook. Trip generation worksheets/calculations are included in Appendix C. These calculations illustrate the equations used and directional distribution of trips based on the ITE studies. The site is anticipated to generate a total of 217 weekday midday peak hour trips, 150 weekday PM peak hour trips and 270 Saturday midday peak hour trips. These trips are anticipated to be the trips at the site driveways. However, approximately half of these trips are anticipated to be pass-by trips, those vehicles existing today that are already passing by along South Broadway and Dartmouth Avenue, being attracted to the site. Accounting for pass-by traffic, the Chick-fil- A at Dartmouth and Broadway is expected to generate approximately 111 weekday midday, 78 weekday afternoon and 135 Saturday midday peak hour trips new to the street network. Table 1 provides the estimated trip generation. 1 Institute of Transportation Engineers, Trip Generation: An Information Report, Ninth Edition, Washington DC, 2012. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 13 Page 257 of 1257 Table 1 – Chick-fil-A at Dartmouth and Broadway Project Traffic Generation Development Vehicles Trips Weekday Midday Peak Hour Weekday PM Peak Hour Saturday Midday Peak Hour In Out Total In Out Total In Out Total Proposed Chick-fil-A (4,580 sf) Non Pass-By (New Trips) Pass-By Total 58 55 113 53 51 104 111 106 217 39 39 78 36 36 72 75 75 150 69 69 138 66 66 132 135 135 270 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, and the existing access for the site. Due to the nature of the proposed use, both new (non pass-by) and pass-by trips are generated by this project. The non pass-by directional distribution of traffic is a means to quantify the percentage of site- generated traffic that approaches the site from a given direction and departs the site back to the original source. Pass-by distribution identifies the traffic arriving to the site and then continuing in the same direction of travel when leaving the site. Separate pass-by distributions were developed for the midday peak hours and weekday afternoon peak hour due to the directional differences in traffic during the afternoon peak hour when more southbound traffic exists along Broadway. The project trip distribution for non pass-by, weekday and Saturday midday pass-by, and PM pass-by situations are illustrated in Figures 6 through 8, respectively. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 14 Page 258 of 1257 Page 259 of 1257 Page 260 of 1257 Page 261 of 1257 4.3 Traffic Assignment and Total (Background Plus Project) Traffic Traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Project traffic assignment for the site is shown in Figures 9 and 10 for non pass-by and pass-by situations, respectively. In addition to the project traffic assignment, the existing alley will be removed within the project limits and the alley traffic will be redistributed through the project to the adjacent roadway network. This redistribution of traffic is shown in Figures 11. Site traffic volumes and the redistributed alley volumes were added to the background volumes to represent estimated traffic conditions for the short term 2015 horizon and long term 2035 horizon. These total traffic volumes for the site are illustrated for the 2015 and 2035 horizon years in Figures 12 and 13, respectively. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 18 Page 262 of 1257 Page 263 of 1257 Page 264 of 1257 Page 265 of 1257 Page 266 of 1257 Page 267 of 1257 _______________ 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2015 and 2035 development horizons at the identified key intersections of Dartmouth Avenue/South Broadway, Dartmouth Avenue/Acoma Street and the project access driveways. The acknowledged source for determining overall capacity is the latest edition of the Highway Capacity Manual2. 5.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, standard traffic engineering practice recommends intersection LOS D as the minimum threshold for acceptable operations. Table 2 shows the definition of level of service for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A £10 £10 B >10 and £ 20 >10 and £ 15 C >20 and £ 35 >15 and £ 25 D >35 and £ 55 >25 and £ 35 E >55 and £ 80 >35 and £ 50 F >80 >50 Definitions provided from the Highway Capacity Manual, Special Report 209, Transportation Research Board, 2010. 2 Transportation Research Board, Highway Capacity Manual, Special Report 209, Washington DC, 2000. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 24 Page 268 of 1257 5.2 Key Intersection Operational Analysis Level of service calculations were conducted using Synchro 8 software for the study key intersections and are provided in Appendix D. The existing and background traffic analyses are based on the lane geometry and intersection control shown in Figure 2. The signalized intersection analysis for Dartmouth Avenue and South Broadway utilizes the existing City provided cycle length and phase timings for each peak hour. The existing signal phasing was utilized unless mentioned otherwise. The following provides a description of the operational analysis for the key intersections and project driveways. Dartmouth Avenue and South Broadway The existing intersection of Dartmouth Avenue and South Broadway operates with signalization and protected-permissive left turn phasing on each approach. As such, this intersection currently operates at LOS C during the weekday midday peak hour, LOS D during the PM peak hour and LOS B during the Saturday midday peak hour. Prior to and with the addition of project traffic in 2015, the intersection is expected to operate with LOS D or better during the weekday midday, weekday PM and Saturday midday peak hours. Based on the queuing analysis and observations of the SimTraffic model out of Synchro, it is recommended that the northbound left turn lane be extended from 100 feet to 150 feet. It is believed that this storage bay length will provide the maximum left turn storage available without requiring modification and/or removal of the existing median landscaping and art improvements. In addition, it is recommended that the striped eastbound left turn lane be extended from 75 feet to 175 feet. With this, on-street parking along Dartmouth Avenue would need to be restricted. The westbound left turn lane is recommended to be extended from 50 feet to 125 feet. This lengthening may impact business access along Dartmouth Avenue, east of Broadway. However, these Dartmouth Avenue eastbound and westbound left turn lane improvements will reduce the eastbound and westbound queues along Dartmouth Avenue approaching the Broadway intersection by providing additional stacking distance. It is believed that these left turn lane lengths will be maximized due to adjacent public street intersections in close proximity. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 25 Page 269 of 1257 In the long term 2035 horizon, the intersection is anticipated to operate at LOS C during the weekday midday, LOS E during the weekday afternoon peak hour, and LOS C during the Saturday midday peak hour, with or without the addition of Chick-fil-A project traffic. Table 3 provides the results of the level of service. Table 3 – Dartmouth Avenue and South Broadway LOS Results Scenario Weekday Midday Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) LOS 2013 Existing 21.1 C 36.0 D 19.8 B 2015 Background 21.7 C 37.7 D 20.1 C 2015 Background Plus Project 22.5 C 42.0 D 21.6 C 2035 Background 27.7 C 71.9 E 25.2 C 2035 Background Plus Project 28.7 C 78.3 E 27.2 C Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 26 Page 270 of 1257 Dartmouth Avenue and Acoma Street The existing full movement intersection of Dartmouth Avenue with Acoma Street currently has all movements operating with acceptable level of service during the peak hours. The intersection is anticipated to continue to have all movements operating with acceptable level of service prior to the addition of project traffic in 2015. With the addition of project traffic in 2015, all movements are anticipated to continue to operate acceptably, with exception of the southbound approach which may operate with 40 seconds of delay and a level of service E. However, this delay limit is within reason based on driver expectations at stop controlled intersections during the weekday afternoon peak hour. To improve overall operations of traffic turning from Dartmouth Avenue to Acoma Street, it is recommended that 50-foot eastbound and westbound left turn lanes be designated along Dartmouth Avenue at the Acoma Street intersection. This improvement will require that on-street parking along Dartmouth Avenue be restricted. Under background conditions, all movements at the intersection are anticipated to operate acceptably in 2035. With the addition of project traffic, drivers on the northbound and southbound approaches to the intersection may experience longer delays during the peak hours. During time periods of higher delay, traffic is expected to reroute by turning right and redistributing at the surrounding intersections. Table 4 provides the results of the level of service. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 27 Page 271 of 1257 Table 4 – Dartmouth Avenue and South Acoma Street LOS Results Scenario Weekday Noon Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) LOS 2013 Existing Eastbound Approach 0.5 A 0.4 A 0.4 A Westbound Approach 0.1 A 0.1 A 0.1 A Northbound Approach 19.5 C 23.1 C 16.3 C Southbound Approach 14.2 B 18.5 C 14.5 B 2015 Background Eastbound Approach 0.5 A 0.4 A 0.4 A Westbound Approach 0.1 A 0.1 A 0.1 A Northbound Approach 19.9 C 23.7 C 16.5 C Southbound Approach 14.4 B 19.0 C 14.7 B 2015 Background Plus Project Eastbound Approach 0.9 A 0.6 A 0.7 A Westbound Approach 0.1 A 0.1 A 0.1 A Northbound Approach 23.1 C 27.1 D 18.8 C Southbound Approach 23.4 C 40.4 E 25.4 D 2015 Background Plus Project # Eastbound Left 8.5 A 9.5 A 8.4 A Westbound Left 8.1 A 8.5 A 8.2 A Northbound Approach 22.8 C 26.7 D 18.7 C Southbound Approach 23.1 C 39.5 E 25.0 D 2035 Background Eastbound Approach 0.4 A 0.3 A 0.3 A Westbound Approach 0.1 A 0.1 A 0.1 A Northbound Approach 24.9 C 29.9 D 20.1 C Southbound Approach 16.1 C 27.8 D 18.3 C 2035 Background Plus Project Eastbound Approach 0.8 A 0.6 A 0.7 A Westbound Approach 0.1 A 0.1 A 0.1 A Northbound Approach 30.4 D 39.7 E 24.2 C Southbound Approach 35.7 E 100.6 F 44.6 E 2035 Background Plus Project # Eastbound Left 8.7 A 10.2 B 8.7 A Westbound Left 8.4 A 8.8 A 8.5 A Northbound Approach 29.6 D 38.1 E 23.8 C Southbound Approach 34.7 D 95.5 F 43.0 E # Improved with Eastbound and Westbound Left Turn Lanes Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 28 Page 272 of 1257 Cornell Avenue and Acoma Street The unsignalized intersection of Cornell Avenue with Acoma Street currently operates with stop control on the eastbound and westbound approaches of Cornell Avenue to Acoma Street. The turning movements at the intersection were evaluated to determine if stop control should be switched to the Acoma Street approaches or if the intersection should operate with all-way stop control. It was found that the Acoma Street approaches contain the higher peak hour volumes. Likewise, the intersection does not have enough volume to warrant all-way stop control. Therefore, it is believed that the existing intersection operation with stop control on the Cornell Avenue approaches is appropriate. As such, all movements at the intersection are currently operating with acceptable level of service during the peak hours. Throughout the 2035 long term horizon, all movements are anticipated to continue to operate acceptably, with or without the addition of project traffic. Table 5 provides the results of the level of service. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 29 Page 273 of 1257 Table 5 – Dartmouth Avenue and South Acoma Street LOS Results Scenario Weekday Noon Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) LOS 2013 Existing Eastbound Approach 9.6 A 9.5 A 9.5 A Westbound Approach 9.5 A 9.7 A 9.1 A Northbound Approach 0.1 A 0.9 A 0.7 A Southbound Approach 1.4 A 1.8 A 1.2 A 2015 Background Eastbound Approach 9.6 A 9.5 A 9.5 A Westbound Approach 9.5 A 9.7 A 9.1 A Northbound Approach 0.1 A 0.9 A 0.7 A Southbound Approach 1.4 A 1.8 A 1.2 A 2015 Background Plus Project Eastbound Approach 9.6 A 9.5 A 9.5 A Westbound Approach 9.6 A 9.7 A 9.1 A Northbound Approach 0.2 A 0.8 A 0.8 A Southbound Approach 1.4 A 1.7 A 1.1 A 2035 Background Eastbound Approach 9.6 A 9.5 A 9.4 A Westbound Approach 9.6 A 9.7 A 9.1 A Northbound Approach 0.6 A 0.9 A 0.9 A Southbound Approach 1.1 A 2.1 A 1.5 A 2035 Background Plus Project Eastbound Approach 9.6 A 9.5 A 9.4 A Westbound Approach 9.6 A 9.8 A 9.1 A Northbound Approach 0.5 A 0.8 A 0.8 A Southbound Approach 1.1 A 2.1 A 1.5 A Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 30 Page 274 of 1257 South Broadway and Eastern Access The proposed South Broadway and eastern right-in/right-out access intersection is anticipated to have all movements operating at an acceptable level of service throughout the long term 2035 horizon, with the addition of Chick-fil-A project traffic. It is recommended that this access operate with stop control with the installation of a R1-1 “STOP” sign and a Right Turn Only sing beneath. Table 6 provides the results of the level of service analysis at this intersection. Table 6 – South Broadway and Eastern Access LOS Results Scenario Weekday Midday Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) LOS 2015 Background Plus Project Eastbound Right 13.4 B 15.9 C 12.9 B 2035 Background Plus Project Eastbound Right 15.4 C 19.3 C 14.5 B Acoma Street and Western Access The proposed Acoma Street and western access intersection is anticipated to have all movements operating at an acceptable level of service A throughout the long term 2035 horizon, with the addition of Chick-fil-A project traffic. This driveway approach to Acoma Street is recommended to operate with stop control with the installation of a R1-1 “STOP” sign. Table 7 provides the results of the level of service analysis at this intersection. Table 7 – Acoma Street and Western Access LOS Results Scenario Weekday Midday Peak Hour Weekday PM Peak Hour Saturday Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) LOS 2015 Background Plus Project Westbound Approach Southbound Approach 9.8 0.6 A A 9.4 0.3 A A 9.6 0.7 A A 2035 Background Plus Project Westbound Approach Southbound Approach 9.8 0.9 A A 9.5 0.6 A A 9.7 0.9 A A Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 31 Page 275 of 1257 5.3 Left Turn Bay Length Analysis Left turn lane length analysis was conducted for the key intersections. Results were obtained from the 95th percentile queue lengths obtained from the Synchro analysis. Left turn storage length analysis worksheets at the signalized intersections are provided in Appendix E. Queue lengths are shown on the worksheets for the unsignalized intersections on the operational analysis sheets within Appendix D. Results of the turn lane length recommendations at the study intersections are provided in Table 8. Table 8 – Left Turn Lane Length Analysis Results and Recommendations Intersection Turn Lane Existing Turn Lane Length (feet) 2015 Queue Length (feet) 2015 Advised Turn Lane Length (feet) Dartmouth/Broadway Eastbound Left Eastbound Through Westbound Left Westbound Through Northbound Left Northbound Through Southbound Left Southbound Through 75 feet - 50 feet - 100 feet - 100 feet - 161 feet 440 feet 112 feet 590 feet 310 feet 348 feet 38 feet 592 feet 175 feet n/a 125 feet n/a 150 feet n/a 100 feet n/a Dartmouth/Acoma Eastbound Left Westbound Left - - 25 feet 25 feet 50 feet 50 feet As previously discussed, the northbound left turn lane length at the Dartmouth Avenue and Broadway intersection is recommended to be lengthened to 150 feet. It is believed that this length is the longest that the northbound left turn lane could be extended without impacting the existing landscaping in the median. Additional length would be beneficial, but then the existing median landscaping and art would need to be removed. The eastbound and westbound left turn lanes are recommended to be lengthened to 175 and 125 feet each, respectively. It is believed these lengths will provide the maximum storage possible without impacting the adjacent street intersections along Dartmouth Avenue; however on-street parking Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 32 Page 276 of 1257 would need to be restricted and business accesses may be affected. The 50-foot recommended storage bays for eastbound and westbound left turns at Dartmouth Avenue and Acoma Street will be adequate to accommodate project traffic. This will also require removal of on-street parking along Dartmouth Avenue adjacent to these turn lanes. Based on the results of the operational analysis, improvements were identified as being needed at the key study intersections throughout the long term 2035 twenty-year planning horizon. The following Table 9 summarizes the improvements needed for each intersection along with the recommended timeframe. Table 9 – Summary of Intersection Improvements Intersection Improvements Planning Year Needed Dartmouth Avenue & Lengthen Eastbound Left Turn Lane to 175 feet * 2015 South Broadway Lengthen Westbound Left Turn Lane to 125 feet * 2015 Lengthen Northbound Left Turn Lane to 150 feet 2015 Acoma Street Restrict Parking along Acoma Street east side adjacent to site 2015 Dartmouth Avenue & 50-Foot Eastbound Left Turn Lane * 2015 Acoma Street 50-Foot Westbound Left Turn Lane * 2015 * Would result in parking restrictions along Dartmouth Avenue Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 33 Page 277 of 1257 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, the following recommendations are provided for consideration of implementation with construction of the proposed Chick-fil-A at Dartmouth and Broadway: · The existing 100-foot northbound left turn lane at the Dartmouth Avenue and South Broadway intersection is recommended to be lengthened. During the weekday afternoon peak hour with project development in 2015, it was found that 300 feet of storage is desirable for this northbound left turn lane. However, landscaping and art is located within the raised median approximately 200 feet south of the intersection. Therefore, it is recommended that the northbound left turn lane be lengthened to the maximum length possible without impacting the median landscaping. It is believed that the northbound left turn storage length could be increased from 100 feet to 150 feet plus a 50-foot taper to maintain the existing median landscaping and art. · The striped eastbound left turn lane at the Dartmouth Avenue and South Broadway intersection is recommended to be extended from 75 feet to 175 feet. This will reduce the eastbound queues approaching the intersection by providing additional stacking distance, and should accommodate the entire eastbound left turn queue for the 2015 total traffic condition. To accommodate this left turn lane lengthening, on-street parking would need to be restricted along both sides of Dartmouth Avenue adjacent to the left turn lane. · The striped westbound left turn lane at the Dartmouth Avenue and South Broadway intersection is recommended to also be extended from 50 feet to 125 feet. This will reduce the length of the queue on the westbound approach to the intersection. Of note, this project doesn’t add to the storage need for the westbound left turn storage. It was noted that background conditions may cause insufficient existing storage for this westbound left turn. It is believed that the left turn lane could be lengthened without Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 34 Page 278 of 1257 impacting on-street parking along Dartmouth Avenue; however, it may impact access to businesses along the east side of Broadway. This improvement is provided to the City of Englewood for consideration, outside of recommendations made specifically related to the addition of Chick-fil-A at Dartmouth and Broadway project traffic. · Left turn lanes are recommended to be designated along Dartmouth Avenue at Acoma Street. These left turn lanes will make it easier for traffic to turn to Acoma Street. It is recommended that the eastbound and westbound left turn lanes be designated with lengths of 50 feet. Dartmouth Avenue between Acoma Street and Broadway provides approximately 275 feet of distance for available back-to-back left turn lanes. The double- yellow centerline stripe is recommended to include a 50-foot westbound left turn lane for Acoma Street, a 50-foot transition, and a 175-foot eastbound left turn lane for South Broadway. This will require that on-street parking be restricted along Dartmouth Avenue adjacent to the left turn lanes and transitions. · Since Acoma Street has a width of approximately 30 feet, with parking presently allowed along both sides of the roadway, it can be fairly narrow in locations where cars are parked along both sides of the roadway. With construction of the project and the proposed access along Acoma Street, it is recommended that parking be restricted adjacent to the site along the east side of Acoma Street so that both northbound and southbound vehicles will be able to access the site driveway and the Dartmouth Avenue intersection. · The driveway approaches of the project to South Broadway and Acoma Street are recommended to operate with stop control. Therefore, R1-1 “STOP” signs are recommended on these approaches. Since the South Broadway access will allow right- in/right-out movements only, a Right Turn Only sign is recommended to be installed beneath the “STOP” sign. Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 35 Page 279 of 1257 · All on-site and off-site signing and striping improvements should be incorporated into the Civil Drawings, and conform to City of Englewood standards, as well as the Manual on Uniform Traffic Control Devices – 2009 Edition (MUTCD). Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 36 Page 280 of 1257 APPENDICES Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 281 of 1257 APPENDIX A Site Plan Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 282 of 1257 Page 283 of 1257 APPENDIX B Intersection Count Data Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 284 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaybroadwaydartmouth Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Dartmouth Ave and S. Broadway Page No : 1 Groups Printed- Unshifted Dartmouth Dartmouth Broadway Broadway Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 27 39 11 77 13 55 7 75 29 194 8 231 13 191 14 218 601 11:45 AM 21 54 18 93 17 38 8 63 34 189 8 231 13 182 16 211 598 Total 48 93 29 170 30 93 15 138 63 383 16 462 26 373 30 429 1199 12:00 PM 12:15 PM 12:30 PM 12:45 PM 29 24 23 21 41 44 44 41 19 24 17 26 89 92 84 88 17 13 19 23 43 41 44 48 10 9 6 5 70 63 69 76 24 31 23 25 181 182 168 163 7 7 17 9 212 220 208 197 15 17 13 12 180 207 190 220 22 22 24 25 217 246 227 257 588 621 588 618 Total 97 170 86 353 72 176 30 278 103 694 40 837 57 797 93 947 2415 01:00 PM 28 57 19 104 01:15 PM 13 41 17 71 Grand Total 186 361 151 698 Apprch % 26.6 51.7 21.6 Total % 3.8 7.5 3.1 14.4 21 36 9 66 14 52 6 72 137 357 60 554 24.7 64.4 10.8 2.8 7.4 1.2 11.4 26 177 12 215 25 174 11 210 217 1428 79 1724 12.6 82.8 4.6 4.5 29.5 1.6 35.6 13 208 24 245 630 8 209 26 243 596 104 1587 173 1864 4840 5.6 85.1 9.3 2.1 32.8 3.6 38.5 Page 285 of 1257 Page 286 of 1257 Page 287 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaybroadwaydartmouth Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Dartmouth Ave and S. Broadway Page No : 4 Image 1 Page 288 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthBroadwayPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Broadway Page No : 1 Groups Printed- Unshifted Dartmouth Ave Eastbound Dartmouth Ave Westbound Broadway Northbound Broadway Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM 28 72 13 113 18 56 15 89 30 68 20 118 26 54 23 103 24 84 7 115 25 80 3 108 27 82 6 115 29 92 3 124 62 205 10 277 40 213 9 262 37 199 8 244 43 215 12 270 10 233 19 262 13 272 32 317 13 275 36 324 13 292 26 331 767 776 801 828 Total 102 250 71 423 105 338 19 462 182 832 39 1053 49 1072 113 1234 3172 05:00 PM 05:15 PM 05:30 PM 05:45 PM 28 64 19 111 30 71 17 118 24 66 21 111 29 58 27 114 24 92 6 122 25 102 4 131 30 95 7 132 18 64 3 85 47 200 7 254 50 214 16 280 45 257 12 314 39 192 11 242 10 278 25 313 18 295 28 341 9 262 38 309 13 278 26 317 800 870 866 758 Total 111 259 84 454 97 353 20 470 181 863 46 1090 50 1113 117 1280 3294 Grand Total 213 509 155 877 202 691 39 932 363 1695 85 2143 99 2185 230 2514 6466 Apprch % 24.3 58 17.7 21.7 74.1 4.2 16.9 79.1 4 3.9 86.9 9.1 Total % 3.3 7.9 2.4 13.6 3.1 10.7 0.6 14.4 5.6 26.2 1.3 33.1 1.5 33.8 3.6 38.9 Page 289 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthBroadwayPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Broadway Page No : 2 Broadway D a r t m o u t h A v e D a r t m o u t h A v e Broadway Right 230 Thru 2185 Left 99 InOut Total 1947 2514 4461 Ri g h t 39 Th r u 69 1 Le f t 20 2 Ou t To t a l In 69 3 9 3 2 1 6 2 5 Left 363 Thru 1695 Right 85 Out Total In 2542 2143 4685 Le f t 21 3 Th r u 50 9 Ri g h t 15 5 To t a l Ou t In 12 8 4 8 7 7 2 1 6 1 9/10/2013 04:00 PM 9/10/2013 05:45 PM Unshifted North Page 290 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthBroadwayPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Broadway Page No : 3 Dartmouth Ave Eastbound Dartmouth Ave Westbound Broadway Northbound Broadway Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 24.4 57.6 18.1 21.2 74.9 3.9 16.5 79.2 4.2 3.9 87.1 9 PHF .900 .898 .870 .939 .900 .934 .714 .964 .925 .862 .734 .890 .694 .955 .770 .949 .967 % App. Total 04:45 PM 26 54 23 103 29 92 3 124 43 215 12 270 13 292 26 331 828 05:00 PM 28 64 19 111 24 92 6 122 47 200 7 254 10 278 25 313 800 05:15 PM 30 71 17 118 25 4 131102 50 214 16 280 18 295 28 341 870 05:30 PM 24 66 21 111 30 7 13295 45 257 12 314 9 262 38 309 866 Total Volume 108 255 80 443 108 381 20 509 185 886 47 1118 50 1127 117 1294 3364 Broadway D a r t m o u t h A v e D a r t m o u t h A v e Broadway Right 117 Thru 1127 Left 50 InOut Total 1014 1294 2308 Ri g h t 20 Th r u 38 1 Le f t 10 8 Ou t To t a l In 35 2 5 0 9 8 6 1 Left 185 Thru 886 Right 47 Out Total In 1315 1118 2433 Le f t 10 8 Th r u 25 5 Ri g h t 80 To t a l Ou t In 68 3 4 4 3 1 1 2 6 Peak Hour Begins at 04:45 PM Unshifted Peak Hour Data North Page 291 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthBroadwayPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Broadway Page No : 4 Image 1 Page 292 of 1257 Ridgeview Data Collection 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthBroadwayAMSat Chic-Fil-A Site Code : 00000105 Noon Peak Start Date : 6/29/2013 Dartmouth and Broadway Page No : 1 Groups Printed- Unshifted E Dartmouth Ave E Dartmouth Ave S Broadway S Broadway Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 28 42 20 90 9 37 10 56 21 187 10 218 8 171 27 206 570 11:45 AM 28 33 16 77 17 44 5 66 25 154 12 191 6 157 26 189 523 Total 56 75 36 167 26 81 15 122 46 341 22 409 14 328 53 395 1093 12:00 PM 12:15 PM 12:30 PM 12:45 PM 29 35 40 33 50 51 56 39 17 15 17 15 96 101 113 87 24 16 18 33 50 57 47 41 5 6 6 4 79 79 71 78 14 14 20 19 165 180 171 188 6 15 8 12 185 209 199 219 14 12 12 6 178 172 192 176 26 27 18 23 218 211 222 205 578 600 605 589 Total 137 196 64 397 91 195 21 307 67 704 41 812 44 718 94 856 2372 01:00 PM 38 53 15 106 01:15 PM 37 38 15 90 Grand Total 268 362 130 760 Apprch % 35.3 47.6 17.1 Total % 5.7 7.7 2.8 16.1 20 50 5 75 28 48 7 83 165 374 48 587 28.1 63.7 8.2 3.5 7.9 1 12.4 32 182 7 221 35 183 8 226 180 1410 78 1668 10.8 84.5 4.7 3.8 29.9 1.7 35.3 11 202 19 232 634 8 198 19 225 624 77 1446 185 1708 4723 4.5 84.7 10.8 1.6 30.6 3.9 36.2 Page 293 of 1257 Page 294 of 1257 Page 295 of 1257 Ridgeview Data Collection 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthBroadwayAMSat Chic-Fil-A Site Code : 00000105 Noon Peak Start Date : 6/29/2013 Dartmouth and Broadway Page No : 4 Image 1 Page 296 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaydartmouthacoma Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Dartmouth Ave and Acoma St Page No : 1 Groups Printed- Unshifted Dartmouth Dartmouth Acoma Acoma Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 6 74 1 81 5 97 1 103 2 0 3 5 2 1 3 6 195 11:45 AM 6 101 12 119 3 87 2 92 2 0 2 4 1 3 5 9 224 Total 12 175 13 200 8 184 3 195 4 0 5 9 3 4 8 15 419 12:00 PM 12:15 PM 12:30 PM 12:45 PM 4 4 7 9 72 94 75 89 4 4 5 8 80 102 87 106 1 0 2 0 87 87 91 94 2 5 4 2 90 92 97 96 2 4 2 2 2 5 2 9 7 2 2 2 11 11 6 13 1 1 1 3 3 0 2 3 3 7 3 6 7 8 6 12 188 213 196 227 Total 24 330 21 375 3 359 13 375 10 18 13 41 6 8 19 33 824 01:00 PM 6 105 5 116 01:15 PM 9 77 4 90 Grand Total 51 687 43 781 Apprch % 6.5 88 5.5 Total % 3 40.8 2.6 46.4 2 91 3 96 1 87 3 91 14 721 22 757 1.8 95.2 2.9 0.8 42.8 1.3 44.9 8 2 3 13 3 5 1 9 25 25 22 72 34.7 34.7 30.6 1.5 1.5 1.3 4.3 1 1 9 11 236 3 5 8 16 206 13 18 44 75 1685 17.3 24 58.7 0.8 1.1 2.6 4.5 Page 297 of 1257 Page 298 of 1257 Page 299 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaydartmouthacoma Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Dartmouth Ave and Acoma St Page No : 4 Image 1 Page 300 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Acoma St. Page No : 1 Groups Printed- Unshifted Dartmouth Ave Dartmouth Ave Acoma St Acoma St Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 5 115 6 126 1 145 0 146 0 3 1 4 0 0 7 7 283 04:15 PM 2 91 5 98 1 155 1 157 1 4 7 12 0 1 11 12 279 04:30 PM 2 127 6 135 2 158 4 164 1 2 2 5 1 2 8 11 315 04:45 PM 6 110 10 126 2 164 3 169 1 2 3 6 0 0 9 9 310 Total 15 443 27 485 6 622 8 636 3 11 13 27 1 3 35 39 1187 05:00 PM 05:15 PM 05:30 PM 05:45 PM 7 4 3 4 123 112 108 111 5 4 3 7 135 120 114 122 1 3 3 0 158 170 170 129 4 3 4 2 163 176 177 131 2 2 2 1 1 1 3 1 4 7 6 4 7 10 11 6 0 0 3 1 1 1 3 0 10 12 12 3 11 13 18 4 316 319 320 263 Total 18 454 19 491 7 627 13 647 7 6 21 34 4 5 37 46 1218 Grand Total 33 897 46 976 13 1249 21 1283 10 17 34 61 5 8 72 85 2405 Apprch % 3.4 91.9 4.7 1 97.3 1.6 16.4 27.9 55.7 5.9 9.4 84.7 Total % 1.4 37.3 1.9 40.6 0.5 51.9 0.9 53.3 0.4 0.7 1.4 2.5 0.2 0.3 3 3.5 Page 301 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Acoma St.Page No : 2 Acoma St D a r t m o u t h A v e D a r t m o u t h A v e Acoma St Right 72 Thru 8 Left 5 InOut Total 71 85 156 Ri g h t 21 Th r u 12 4 9 Le f t 13 Ou t To t a l In 93 6 1 2 8 3 2 2 1 9 Left 10 Thru 17 Right 34 Out Total In 67 61 128 Le f t 33 Th r u 89 7 Ri g h t 46 To t a l Ou t In 13 3 1 9 7 6 2 3 0 7 9/10/2013 04:00 PM 9/10/2013 05:45 PM Unshifted North Page 302 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Acoma St. Page No : 3 Dartmouth Ave Eastbound Dartmouth Ave Westbound Acoma St Northbound Acoma St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 4 91.5 4.4 1.3 96.6 2 20.6 20.6 58.8 5.9 9.8 84.3 PHF .714 .921 .550 .917 .750 .974 .875 .968 .875 .583 .714 .773 .250 .417 .896 .708 .988 % App. Total 04:45 PM 6 110 10 126 2 164 3 169 1 2 3 6 0 0 9 9 310 05:00 PM 7 123 5 135 1 158 4 163 2 1 4 7 0 1 10 11 316 05:15 PM 4 112 4 120 3 170 3 176 2 1 7 10 0 1 12 13 319 05:30 PM 3 108 3 114 3 170 4 177 2 3 6 11 3 3 12 18 320 Total Volume 20 453 22 495 9 662 14 685 7 7 20 34 3 5 43 51 1265 Acoma St D a r t m o u t h A v e D a r t m o u t h A v e Acoma St Right 43 Thru 5 Left 3 InOut Total 41 51 92 Ri g h t 14 Th r u 66 2 Le f t 9 Ou t To t a l In 47 6 6 8 5 1 1 6 1 Left 7 Thru 7 Right 20 Out Total In 36 34 70 Le f t 20 Th r u 45 3 Ri g h t 22 To t a l Ou t In 71 2 4 9 5 1 2 0 7 Peak Hour Begins at 04:45 PM Unshifted Peak Hour Data North Page 303 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and S. Acoma St. Page No : 4 Image 1 Page 304 of 1257 Ridgeview Data Collection 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAcomaAMSat Chic-Fil-A Site Code : 00000105 Noon Peak Start Date : 6/29/2013 Dartmouth and Acoma Page No : 1 E Dartmouth Ave E Dartmouth Ave S Acoma St S Acoma St Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 5 91 1 97 1 90 1 92 4 3 1 8 2 4 4 10 207 11:45 AM 10 74 4 88 0 91 3 94 2 1 3 6 1 4 4 9 197 Total 15 165 5 185 1 181 4 186 6 4 4 14 3 8 8 19 404 12:00 PM 12:15 PM 12:30 PM 12:45 PM 3 1 4 7 90 97 109 89 2 2 0 2 95 100 113 98 3 1 0 1 86 95 84 77 1 3 2 2 90 99 86 80 1 2 1 2 2 1 1 3 7 2 3 1 10 5 5 6 2 0 4 2 1 2 0 0 2 4 1 6 5 6 5 8 200 210 209 192 Total 15 385 6 406 5 342 8 355 6 7 13 26 8 3 13 24 811 01:00 PM 7 98 4 109 01:15 PM 5 82 1 88 Grand Total 42 730 16 788 Apprch % 5.3 92.6 2 Total % 2.5 44.3 1 47.8 1 92 4 97 1 100 2 103 8 715 18 741 1.1 96.5 2.4 0.5 43.4 1.1 45 2 3 4 9 1 5 6 12 15 19 27 61 24.6 31.1 44.3 0.9 1.2 1.6 3.7 2 2 7 11 226 2 1 1 4 207 15 14 29 58 1648 25.9 24.1 50 0.9 0.8 1.8 3.5 Groups Printed- Unshifted Page 305 of 1257 Page 306 of 1257 Page 307 of 1257 Ridgeview Data Collection 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAcomaAMSat Chic-Fil-A Site Code : 00000105 Noon Peak Start Date : 6/29/2013 Dartmouth and Acoma Page No : 4 Image 1 Page 308 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaycornellacoma Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Cornell Ave and Acoma St Page No : 1 Groups Printed- Unshifted Cornell Cornell Acoma Acoma Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 3 2 1 6 2 7 2 11 0 4 2 6 2 2 0 4 27 11:45 AM 1 2 1 4 3 1 1 5 0 5 4 9 0 6 1 7 25 Total 4 4 2 10 5 8 3 16 0 9 6 15 2 8 1 11 52 12:00 PM 12:15 PM 12:30 PM 12:45 PM 0 1 1 0 5 6 6 7 0 0 0 2 5 7 7 9 3 2 3 2 1 8 3 2 3 2 0 2 7 12 6 6 1 0 0 0 3 5 7 13 4 4 4 3 8 9 11 16 1 4 1 1 3 4 4 7 0 0 2 0 4 8 7 8 24 36 31 39 Total 2 24 2 28 10 14 7 31 1 28 15 44 7 18 2 27 130 01:00 PM 3 3 2 8 1 3 2 6 0 4 12 16 2 7 1 10 40 01:15 PM 0 5 0 5 6 10 2 18 1 8 10 19 3 8 0 11 53 Grand Total 9 36 6 51 22 35 14 71 2 49 43 94 14 41 4 59 275 Apprch % 17.6 70.6 11.8 31 49.3 19.7 2.1 52.1 45.7 23.7 69.5 6.8 Total % 3.3 13.1 2.2 18.5 8 12.7 5.1 25.8 0.7 17.8 15.6 34.2 5.1 14.9 1.5 21.5 Page 309 of 1257 Page 310 of 1257 Page 311 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaycornellacoma Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Cornell Ave and Acoma St Page No : 4 Image 1 Page 312 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 E. Cornell Ave and S. Acoma St Page No : 1 Groups Printed- Unshifted E. Cornell Ave Eastbound E. Cornell Ave Westbound S. Acoma St Northbound S. Acoma St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 3 1 5 1 6 1 8 0 6 0 6 1 4 1 6 3 2 3 8 6 3 1 10 8 8 2 18 2 12 1 15 0 6 3 9 0 4 2 6 1 2 3 6 2 8 3 13 0 3 0 3 1 5 1 7 0 4 0 4 4 6 1 11 25 31 34 45 Total 3 19 3 25 19 25 7 51 3 20 11 34 5 18 2 25 135 05:00 PM 05:15 PM 05:30 PM 05:45 PM 0 2 0 2 0 4 2 6 1 2 0 3 0 5 0 5 8 12 3 23 1 8 2 11 5 5 1 11 6 5 1 12 2 10 1 13 0 4 3 7 2 4 3 9 1 3 2 6 4 5 1 10 0 7 1 8 0 9 0 9 0 2 0 2 48 32 32 25 Total 1 13 2 16 20 30 7 57 5 21 9 35 4 23 2 29 137 Grand Total 432 5 41 39 55 14 108 8 41 20 69 941 4 54 Apprch % 9.8 78 12.2 36.1 50.9 13 11.6 59.4 29 16.7 75.9 7.4 Total % 1.5 11.8 1.8 15.1 14.3 20.2 5.1 39.7 2.9 15.1 7.4 25.4 3.3 15.1 1.5 19.9 272 Page 313 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 E. Cornell Ave and S. Acoma St Page No : 2 S. Acoma St E . C o r n e l l A v e E . C o r n e l l A v e S Acoma St Right 4 Thru 41 Left 9 InOut Total 59 54 113 Ri g h t 14 Th r u 55 Le f t 39 Ou t To t a l In 61 1 0 8 1 6 9 Left 8 Thru 41 Right 20 Out Total In 85 69 154 Le f t 4 Th r u 32 Ri g h t 5 To t a l Ou t In 67 4 1 1 0 8 9/10/2013 04:00 PM 9/10/2013 05:45 PM Unshifted North Page 314 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 E. Cornell Ave and S. Acoma St Page No : 3 E. Cornell Ave Eastbound E. Cornell Ave Westbound S. Acoma St Northbound S. Acoma St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 5 80 15 28.4 59.7 11.9 12.8 61.5 25.6 24.2 66.7 9.1 PHF .250 .667 .375 .833 .594 .833 .667 .728 .625 .600 .833 .750 .500 .786 .750 .750 .828 % App. Total 04:30 PM 0 6 0 6 8 8 2 18 1 2 3 6 0 4 0 4 34 04:45 PM 1 4 1 6 2 12 1 15 2 8 3 13 4 6 1 11 45 05:00 PM 0 2 0 2 8 12 3 23 2 1 13 10 4 5 1 10 48 05:15 PM 0 4 2 6 1 8 2 11 0 4 3 7 0 1 87 32 Total Volume 1 16 3 20 19 40 8 67 5 24 10 39 8 22 3 33 159 S. Acoma St E . C o r n e l l A v e E . C o r n e l l A v e S. Acoma St Right 3 Thru 22 Left 8 InOut Total 33 33 66 Ri g h t 8 Th r u 40 Le f t 19 Ou t To t a l In 34 6 7 1 0 1 Left 5 Thru 24 Right 10 Out Total In 44 39 83 Le f t 1 Th r u 16 Ri g h t 3 To t a l Ou t In 48 2 0 6 8 Peak Hour Begins at 04:30 PM Unshifted Peak Hour Data North Page 315 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 E. Cornell Ave and S. Acoma St Page No : 4 Image 1 Page 316 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaSat Chic Fil A Site Code : 00000116 Saturday Peak Start Date : 9/7/2013 E. Cornell Ave and S. Acoma St. Page No : 1 Groups Printed- Unshifted Cornell Ave Eastbound Cornell Ave Westbound Acoma St Northbound Acoma St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 11:45 AM 0 2 1 3 0 3 1 4 2 7 1 10 0 2 2 4 1 8 1 10 0 11 0 11 1 1 0 2 0 2 0 2 25 21 Total 0 5 2 7 2 9 3 14 1 19 1 21 1 3 0 4 46 12:00 PM 12:15 PM 12:30 PM 12:45 PM 0 8 0 8 0 2 0 2 2 7 0 9 2 4 0 6 1 0 0 1 1 5 1 7 1 0 2 3 2 2 3 7 2 5 2 9 2 7 1 10 0 7 1 8 0 10 3 13 0 4 0 4 1 1 1 3 1 6 1 8 1 3 0 4 22 22 28 30 Total 4 21 0 25 5 7 6 18 4 29 7 40 3 14 2 19 102 01:00 PM 0 2 0 2 1 3 2 601:15 PM Grand Total 531 4 40 Apprch % 12.5 77.5 10 Total % 2.7 16.8 2.2 21.6 0 4 0 4 1 6 0 7 826 9 43 18.6 60.5 20.9 4.3 14.1 4.9 23.2 1 5 0 6 0 3 1 4 656 9 71 8.5 78.9 12.7 3.2 30.3 4.9 38.4 0 5 0 5 17 1 2 0 3 20 524 2 31 185 16.1 77.4 6.5 2.7 13 1.1 16.8 Page 317 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaSat Chic Fil A Site Code : 00000116 Saturday Peak Start Date : 9/7/2013 E. Cornell Ave and S. Acoma St.Page No : 2 Acoma St C o r n e l l A v e C o r n e l l A v e Acoma St Right 2 Thru 24 Left 5 InOut Total 70 31 101 Ri g h t 9 Th r u 26 Le f t 8 Ou t To t a l In 45 4 3 8 8 Left 6 Thru 56 Right 9 Out Total In 36 71 107 Le f t 5 Th r u 31 Ri g h t 4 To t a l Ou t In 34 4 0 7 4 9/7/2013 11:30 AM 9/7/2013 01:15 PM Unshifted North Page 318 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaSat Chic Fil A Site Code : 00000116 Saturday Peak Start Date : 9/7/2013 E. Cornell Ave and S. Acoma St. Page No : 3 Cornell Ave Eastbound Cornell Ave Westbound Acoma St Northbound Acoma St Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:30 AM to 01:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM 16 84 0 27.8 38.9 33.3 10 72.5 17.5 15.8 73.7 10.5 PHF .500 .656 .000 .694 .625 .350 .500 .643 .500 .725 .583 .769 .750 .583 .500 .594 .850 % App. Total 12:00 PM 0 8 0 8 1 0 0 1 2 5 2 9 0 4 0 4 22 12:15 PM 0 2 0 2 1 5 1 7 2 7 1 10 1 1 1 3 22 12:30 PM 2 7 0 9 1 0 2 3 0 7 1 8 1 6 1 8 28 12:45 PM 2 4 0 6 2 2 3 7 0 10 3 13 1 3 0 4 30 Total Volume 4 21 0 25 5 7 6 18 4 29 7 40 3 14 2 19 102 Acoma St C o r n e l l A v e C o r n e l l A v e Acoma St Right 2 Thru 14 Left 3 InOut Total 39 19 58 Ri g h t 6 Th r u 7 Le f t 5 Ou t To t a l In 31 1 8 4 9 Left 4 Thru 29 Right 7 Out Total In 19 40 59 Le f t 4 Th r u 21 Ri g h t 0 To t a l Ou t In 13 2 5 3 8 Peak Hour Begins at 12:00 PM Unshifted Peak Hour Data North Page 319 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : CornellAcomaSat Chic Fil A Site Code : 00000116 Saturday Peak Start Date : 9/7/2013 E. Cornell Ave and S. Acoma St. Page No : 4 Image 1 Page 320 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaydartmouthalley Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Dartmouth Ave and Alley Page No : 1 Groups Printed- Unshifted Dartmouth Dartmouth Alley Alley Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:30 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 2 3 11:45 AM 1 0 0 1 0 0 1 1 0 0 0 0 2 0 6 8 10 Total 1 0 0 1 0 0 2 2 0 0 0 0 2 0 8 10 13 12:00 PM 12:15 PM 12:30 PM 12:45 PM 2 2 1 2 0 0 0 0 0 0 0 0 2 2 1 2 0 0 0 0 0 0 0 0 3 0 2 3 3 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 4 0 0 0 0 4 3 4 3 6 4 4 7 11 6 7 12 Total 7 0 0 7 0 0 8 8 0 0 0 0 7 0 14 21 36 01:00 PM 3 0 0 3 0 0 4 4 0 0 0 0 2 0 1 3 10 01:15 PM 1 0 0 1 0 0 2 2 0 0 0 0 0 0 1 1 4 Grand Total 12 0 0 12 0 0 16 16 0 0 0 0 11 0 24 35 63 Apprch % 100 0 0 0 0 100 0 0 0 31.4 0 68.6 Total % 19 0 0 19 0 0 25.4 25.4 0 0 0 0 17.5 0 38.1 55.6 Page 321 of 1257 Page 322 of 1257 Page 323 of 1257 Morrison, CO 80465 Englewood, CO File Name : middaydartmouthalley Chick-fil-A Site Code : IPO 10 11:30AM - 1:30PM Start Date : 10/1/2013 Dartmouth Ave and Alley Page No : 4 Image 1 Page 324 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAlleyPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and Alley Page No : 1 Groups Printed- Unshifted Dartmouth Ave Dartmouth Ave Alley Alley Eastbound Westbound Northbound Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 116 0 116 0 164 1 165 0 0 0 0 0 0 1 1 282 04:15 PM 1 97 0 98 0 152 0 152 0 0 0 0 0 0 0 0 250 04:30 PM 1 129 0 130 0 154 1 155 0 0 0 0 0 0 2 2 287 04:45 PM 0 113 0 113 0 161 0 161 0 0 0 0 0 0 4 4 278 Total 2 455 0 457 0 631 2 633 0 0 0 0 0 0 7 7 1097 05:00 PM 05:15 PM 05:30 PM 05:45 PM 1 3 0 0 126 116 117 116 0 0 0 0 127 119 117 116 0 0 0 0 164 179 177 129 0 1 1 0 164 180 178 129 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 4 4 3 0 4 4 294 299 299 249 Total 4 475 0 479 0 649 2 651 0 0 0 0 1 0 10 11 1141 Grand Total 6 930 0 936 0 1280 4 1284 0 0 0 0 1 0 17 18 2238 Apprch % 0.6 99.4 0 0 99.7 0.3 0 0 0 5.6 0 94.4 Total % 0.3 41.6 0 41.8 0 57.2 0.2 57.4 0 0 0 0 0 0 0.8 0.8 Page 325 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAlleyPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and Alley Page No : 2 Alley D a r t m o u t h A v e D a r t m o u t h A v e Alley Right 17 Thru 0 Left 1 InOut Total 10 18 28 Ri g h t 4 Th r u 12 8 0 Le f t 0 Ou t To t a l In 93 1 1 2 8 4 2 2 1 5 Left 0 Thru 0 Right 0 Out Total In 0 0 0 Le f t 6 Th r u 93 0 Ri g h t 0 To t a l Ou t In 12 9 7 9 3 6 2 2 3 3 9/10/2013 04:00 PM 9/10/2013 05:45 PM Unshifted North Page 326 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAlleyPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and Alley Page No : 3 Dartmouth Ave Eastbound Dartmouth Ave Westbound Alley Northbound Alley Southbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 0.8 99.2 0 0 99.7 0.3 0 0 0 9.1 0 90.9 PHF .333 .937 .000 .937 .000 .951 .500 .949 .000 .000 .000 .000 .250 .000 .625 .688 .978 % App. Total 04:45 PM 0 113 0 113 0 161 0 161 0 0 0 0 0 0 4 4 278 05:00 PM 1 126 0 127 0 164 0 164 0 0 0 0 1 0 2 3 294 05:15 PM 3 116 0 119 0 179 1 180 0 0 0 0 0 0 0 0 299 05:30 PM 0 117 0 117 0 177 1 178 0 0 0 0 0 0 4 4 299 Total Volume 4 472 0 476 0 681 2 683 0 0 0 0 1 0 10 11 1170 Alley D a r t m o u t h A v e D a r t m o u t h A v e Alley Right 10 Thru 0 Left 1 InOut Total 6 11 17 Ri g h t 2 Th r u 68 1 Le f t 0 Ou t To t a l In 47 3 6 8 3 1 1 5 6 Left 0 Thru 0 Right 0 Out Total In 0 0 0 Le f t 4 Th r u 47 2 Ri g h t 0 To t a l Ou t In 69 1 4 7 6 1 1 6 7 Peak Hour Begins at 04:45 PM Unshifted Peak Hour Data North Page 327 of 1257 RIDGEVIEW DATA COLLECTION 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : DartmouthAlleyPM Chic Fil A Site Code : 00000116 PM Peak Start Date : 9/10/2013 W. Dartmouth Ave and Alley Page No : 4 Image 1 Page 328 of 1257 Ridgeview Data Collection 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : AlleyNBandSBSatNoon Chic-Fil-A Site Code : 00000105 Noon Peak Start Date : 6/29/2013 NB and SB Alley Page No : 1 Alley Northbound Alley Southbound Start Time Thru App. Total Thru App. Total Int. Total 11:30 AM 11:45 AM 2 0 2 0 4 2 4 2 6 2 Total 2 2 6 6 8 12:00 PM 1 1 2 2 3 12:15 PM 1 1 0 0 1 12:30 PM 2 2 2 2 4 12:45 PM 1 1 2 2 3 Total 5 5 6 6 11 01:00 PM 3 3 1 1 4 01:15 PM 1 1 0 0 1 Grand Total 11 11 13 13 24 Apprch % 100 100 Total % 45.8 45.8 54.2 54.2 Groups Printed- Unshifted Page 329 of 1257 Page 330 of 1257 Page 331 of 1257 Ridgeview Data Collection 6392 Starlight Drive Englewood, CO Morrison, CO 80465 File Name : AlleyNBandSBSatNoon Chic-Fil-A Site Code : 00000105 Noon Peak Start Date : 6/29/2013 NB and SB Alley Page No : 4 Image 1 Page 332 of 1257 APPENDIX C Trip Generation Calculations Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 333 of 1257 Project Dartmouth and Broadway Chick-fil-A Subject Trip Generation for Fast-Food Restaurant with Drive-Through Window Designed by ELG Date July 09, 2013 Job No. 96203006 Checked by CDR Date Sheet No. 1 of 1 TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 9th Edition, Average Rate Equations Land Use Code - Fast Food Restaurant With Drive-Through Window (934) Independant Variable - 1000 Square Feet Gross Floor Area (X) Gross Floor Area = 4,580 Square Feet X = 4.580 T = Average Vehicle Trip Ends Afternoon Peak Hour of Generator (Page 1916) Average Weekday Directional Distribution: 52% ent. 48% T = 47.30 (X) T = 217 Average Vehicle Trip Ends T = 47.30 * 4.580 113 entering 104 exiting 113 + 104 = 217 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (page 1914) Average Weekday Directional Distribution: 52% ent. 48% T = 32.65 (X) T = 150 Average Vehicle Trip Ends T = 32.65 * 4.580 78 entering 72 exiting 78 + 72 = 150 Weekday (page 1912) Average Weekday Directional Distribution: 50% entering, 50% exiting T = 496.12 (X) T = 2274 Average Vehicle Trip Ends T = 496.12 * 4.580 1137 entering 1137 exiting 1137 + 1137 = 2274 Saturday Peak Hour of Generator (Page 1918) Directional Distribution: 51% ent. 49% T = 59.00 (X) T = 270 Average Vehicle Trip Ends T = 59.00 * 4.580 138 entering 132 exiting 138 + 132 = 270 Non-Pass-by Trip Volumes (pages 68 and 70, Trip Generation Handbook, June 2004) AM Peak Hour = 51% Non-Pass By PM Peak Hour = 50% Non-Pass By IN Out Total Midday Peak 58 53 111 PM Peak 39 36 75 Sat Peak 69 66 135 Daily 569 569 1138 PM Peak Hour Rate Applied to Daily Pass-by Trip Volumes (pages 68 and 70, Trip Generation Handbook, June 2004 AM Peak Hour = 49% Pass By PM Peak Hour = 50% Pass By IN Out Total Midday Peak 55 51 106 PM Peak 39 36 75 Sat Peak 69 66 135 Daily 568 568 1136 PM Peak Hour Rate Applied to Daily exit. exit. exit. Page 334 of 1257 APPENDIX D Intersection Analysis Worksheets Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 335 of 1257 HCM 2010 Signalized Intersection Summary 2013 Weekday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 96 186 86 76 169 29 105 690 45 55 825 95 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 279 238 109 210 287 50 360 1872 122 420 1730 199 Arrive On Green 0.06 0.20 0.20 0.05 0.19 0.19 0.05 0.54 0.54 0.03 0.53 0.53 Sat Flow, veh/h 1774 1208 556 1774 1546 269 1774 3460 226 1774 3282 377 Grp Volume(v), veh/h 104 0 295 83 0 216 114 404 395 60 509 491 Grp Sat Flow(s),veh/h/ln 1774 0 1765 1774 0 1815 1774 1863 1823 1774 1863 1796 Q Serve(g_s), s 4.2 0.0 14.7 3.4 0.0 10.0 2.6 11.6 11.6 1.4 16.2 16.2 Cycle Q Clear(g_c), s 4.2 0.0 14.7 3.4 0.0 10.0 2.6 11.6 11.6 1.4 16.2 16.2 Prop In Lane 1.00 0.32 1.00 0.15 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 279 0 347 210 0 337 360 1008 986 420 982 947 V/C Ratio(X) 0.37 0.00 0.85 0.39 0.00 0.64 0.32 0.40 0.40 0.14 0.52 0.52 Avail Cap(c_a), veh/h 303 0 407 254 0 419 431 1008 986 496 982 947 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 35.3 28.8 0.0 34.3 10.3 12.2 12.3 9.7 14.0 14.0 Incr Delay (d2), s/veh 0.8 0.0 13.8 1.2 0.0 2.3 0.5 1.2 1.2 0.2 2.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.9 0.0 7.9 1.6 0.0 4.8 1.0 5.0 4.9 0.5 7.3 7.1 Lane Grp Delay (d), s/veh 28.0 0.0 49.1 30.0 0.0 36.5 10.8 13.4 13.5 9.9 16.0 16.0 Lane Grp LOS C D C D B B B A B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 399 43.6 D 299 34.7 C 913 13.1 B 1060 15.7 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 9.8 4.0 7.0 6.2 0.0 4 21.9 4.0 21.0 16.7 1.2 3 8.8 4.0 7.0 5.4 0.0 8 20.9 4.0 21.0 12.0 2.1 5 8.4 4.0 8.0 4.6 0.1 2 53.3 4.0 49.0 13.6 15.5 1 7.1 4.0 7.0 3.4 0.0 6 52.0 4.0 48.0 18.2 14.4 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 21.1 C Notes Baseline Synchro 7 - Report %user_name% Page 1 Page 336 of 1257 HCM 2010 Signalized Intersection Summary 2013 Weekday PM Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 108 255 80 108 381 20 185 886 47 50 1127 117 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 194 330 104 227 425 23 257 1842 98 304 1612 167 Arrive On Green 0.06 0.24 0.24 0.06 0.24 0.24 0.07 0.53 0.53 0.03 0.49 0.49 Sat Flow, veh/h 1774 1360 427 1774 1753 93 1774 3507 186 1774 3321 343 Grp Volume(v), veh/h 117 0 364 117 0 436 201 511 503 54 686 666 Grp Sat Flow(s),veh/h/ln 1774 0 1787 1774 0 1846 1774 1863 1830 1774 1863 1802 Q Serve(g_s), s 5.6 0.0 22.3 5.6 0.0 27.0 5.7 20.7 20.7 1.8 34.6 34.9 Cycle Q Clear(g_c), s 5.6 0.0 22.3 5.6 0.0 27.0 5.7 20.7 20.7 1.8 34.6 34.9 Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 194 0 434 227 0 448 257 978 961 304 904 875 V/C Ratio(X) 0.60 0.00 0.84 0.51 0.00 0.97 0.78 0.52 0.52 0.18 0.76 0.76 Avail Cap(c_a), veh/h 217 0 434 250 0 448 305 978 961 361 904 875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 0.0 41.6 32.1 0.0 43.3 23.0 17.9 17.9 15.3 24.2 24.2 Incr Delay (d2), s/veh 3.8 0.0 13.6 1.8 0.0 35.4 10.5 2.0 2.0 0.3 5.9 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.7 0.0 11.9 2.6 0.0 17.2 6.7 9.5 9.3 0.7 16.7 16.3 Lane Grp Delay (d), s/veh 36.7 0.0 55.2 33.9 0.0 78.8 33.4 19.9 20.0 15.6 30.1 30.5 Lane Grp LOS D E C E C B B B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 481 50.7 D 553 69.3 E 1215 22.2 C 1406 29.7 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.5 4.0 9.0 7.6 0.0 4 32.0 4.0 28.0 24.3 1.7 3 11.5 4.0 9.0 7.6 0.0 8 32.0 4.0 28.0 29.0 0.0 5 11.9 4.0 11.0 7.7 0.2 2 64.6 4.0 60.0 22.7 23.5 1 7.3 4.0 7.0 3.8 0.0 6 60.0 4.0 56.0 36.9 14.6 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 36.0 D Notes Baseline Synchro 7 - Report %user_name% Page 1 Page 337 of 1257 HCM 2010 Signalized Intersection Summary 2013 Saturday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 148 186 62 99 186 22 106 724 35 37 768 79 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 305 255 84 260 280 33 375 1817 88 390 1640 169 Arrive On Green 0.09 0.19 0.19 0.07 0.17 0.17 0.05 0.52 0.52 0.03 0.49 0.49 Sat Flow, veh/h 1774 1340 444 1774 1634 194 1774 3525 170 1774 3323 342 Grp Volume(v), veh/h 161 0 269 108 0 226 115 416 409 40 468 453 Grp Sat Flow(s),veh/h/ln 1774 0 1784 1774 0 1828 1774 1863 1833 1774 1863 1802 Q Serve(g_s), s 5.9 0.0 11.6 4.0 0.0 9.5 2.4 11.3 11.3 0.9 13.8 13.8 Cycle Q Clear(g_c), s 5.9 0.0 11.6 4.0 0.0 9.5 2.4 11.3 11.3 0.9 13.8 13.8 Prop In Lane 1.00 0.25 1.00 0.11 1.00 0.09 1.00 0.19 Lane Grp Cap(c), veh/h 305 0 339 260 0 313 375 960 945 390 920 890 V/C Ratio(X) 0.53 0.00 0.79 0.41 0.00 0.72 0.31 0.43 0.43 0.10 0.51 0.51 Avail Cap(c_a), veh/h 305 0 462 293 0 474 416 960 945 469 920 890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 0.0 31.3 25.7 0.0 31.7 10.0 12.2 12.2 10.0 13.9 13.9 Incr Delay (d2), s/veh 1.7 0.0 6.5 1.1 0.0 3.1 0.5 1.4 1.4 0.1 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.7 0.0 5.8 1.8 0.0 4.6 0.9 4.9 4.8 0.3 6.2 6.0 Lane Grp Delay (d), s/veh 25.9 0.0 37.8 26.7 0.0 34.9 10.4 13.7 13.7 10.1 15.9 16.0 Lane Grp LOS C D C C B B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 430 33.4 C 334 32.2 C 940 13.3 B 961 15.7 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 7.9 0.0 4 19.4 4.0 21.0 13.6 1.8 3 9.5 4.0 7.0 6.0 0.0 8 17.9 4.0 21.0 11.5 2.1 5 8.1 4.0 6.0 4.4 0.0 2 45.8 4.0 40.0 13.3 13.1 1 6.4 4.0 6.0 2.9 0.0 6 44.0 4.0 40.0 15.8 12.4 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 19.8 B Notes Baseline Synchro 7 - Report %user_name% Page 1 Page 338 of 1257 HCM 2010 Signalized Intersection Summary 2015 Background Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 98 190 88 78 172 30 107 704 46 56 842 97 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 282 241 112 210 291 51 352 1861 122 411 1718 197 Arrive On Green 0.06 0.20 0.20 0.05 0.19 0.19 0.05 0.54 0.54 0.03 0.52 0.52 Sat Flow, veh/h 1774 1205 559 1774 1543 272 1774 3460 226 1774 3282 377 Grp Volume(v), veh/h 107 0 303 85 0 220 116 412 403 61 519 501 Grp Sat Flow(s),veh/h/ln 1774 0 1764 1774 0 1815 1774 1863 1823 1774 1863 1796 Q Serve(g_s), s 4.3 0.0 15.2 3.5 0.0 10.3 2.7 12.0 12.0 1.4 16.9 16.9 Cycle Q Clear(g_c), s 4.3 0.0 15.2 3.5 0.0 10.3 2.7 12.0 12.0 1.4 16.9 16.9 Prop In Lane 1.00 0.32 1.00 0.15 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 282 0 353 210 0 342 352 1002 980 411 975 940 V/C Ratio(X) 0.38 0.00 0.86 0.41 0.00 0.64 0.33 0.41 0.41 0.15 0.53 0.53 Avail Cap(c_a), veh/h 303 0 404 251 0 416 420 1002 980 485 975 940 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 35.4 28.9 0.0 34.3 10.7 12.6 12.6 10.0 14.4 14.4 Incr Delay (d2), s/veh 0.8 0.0 15.2 1.3 0.0 2.4 0.5 1.2 1.3 0.2 2.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.9 0.0 8.2 1.6 0.0 4.9 1.1 5.3 5.2 0.6 7.5 7.2 Lane Grp Delay (d), s/veh 28.0 0.0 50.6 30.1 0.0 36.8 11.2 13.8 13.9 10.1 16.5 16.6 Lane Grp LOS C D C D B B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 410 44.7 D 305 34.9 C 931 13.5 B 1081 16.2 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 9.9 4.0 7.0 6.3 0.0 4 22.3 4.0 21.0 17.2 1.1 3 8.9 4.0 7.0 5.5 0.0 8 21.3 4.0 21.0 12.3 2.1 5 8.5 4.0 8.0 4.7 0.1 2 53.3 4.0 49.0 14.0 15.9 1 7.2 4.0 7.0 3.4 0.0 6 52.0 4.0 48.0 18.9 14.6 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 21.7 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 339 of 1257 HCM 2010 Signalized Intersection Summary 2015 Background PM Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 110 260 82 110 389 20 189 904 48 51 1150 119 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 196 329 103 223 425 22 252 1840 97 297 1609 165 Arrive On Green 0.07 0.24 0.24 0.07 0.24 0.24 0.07 0.52 0.52 0.03 0.48 0.48 Sat Flow, veh/h 1774 1360 428 1774 1755 91 1774 3507 186 1774 3323 342 Grp Volume(v), veh/h 120 0 372 120 0 445 205 522 513 55 699 680 Grp Sat Flow(s),veh/h/ln 1774 0 1787 1774 0 1847 1774 1863 1830 1774 1863 1802 Q Serve(g_s), s 5.8 0.0 23.1 5.8 0.0 27.8 5.9 21.4 21.4 1.8 35.8 36.2 Cycle Q Clear(g_c), s 5.8 0.0 23.1 5.8 0.0 27.8 5.9 21.4 21.4 1.8 35.8 36.2 Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 196 0 433 223 0 447 252 977 960 297 902 872 V/C Ratio(X) 0.61 0.00 0.86 0.54 0.00 1.00 0.81 0.53 0.53 0.18 0.78 0.78 Avail Cap(c_a), veh/h 216 0 433 243 0 447 298 977 960 354 902 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 0.0 42.0 32.3 0.0 43.8 23.6 18.2 18.2 15.5 24.7 24.7 Incr Delay (d2), s/veh 4.3 0.0 15.9 2.0 0.0 41.4 13.6 2.1 2.1 0.3 6.5 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.8 0.0 12.5 2.7 0.0 18.2 7.0 9.7 9.5 0.8 17.3 17.0 Lane Grp Delay (d), s/veh 37.2 0.0 57.9 34.3 0.0 85.2 37.2 20.2 20.3 15.8 31.1 31.6 Lane Grp LOS D E C F D C C B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 492 52.9 D 565 74.4 E 1240 23.1 C 1434 30.7 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.7 4.0 9.0 7.8 0.0 4 32.0 4.0 28.0 25.1 1.4 3 11.7 4.0 9.0 7.8 0.0 8 32.0 4.0 28.0 29.8 0.0 5 12.0 4.0 11.0 7.9 0.2 2 64.7 4.0 60.0 23.4 23.8 1 7.3 4.0 7.0 3.8 0.0 6 60.0 4.0 56.0 38.2 14.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 37.7 D Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 340 of 1257 HCM 2010 Signalized Intersection Summary 2015 Background Saturday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 151 190 63 101 190 22 108 739 36 38 783 81 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 305 259 85 260 288 33 367 1807 88 381 1629 168 Arrive On Green 0.09 0.19 0.19 0.07 0.18 0.18 0.05 0.51 0.51 0.03 0.49 0.49 Sat Flow, veh/h 1774 1344 441 1774 1639 190 1774 3524 171 1774 3321 343 Grp Volume(v), veh/h 164 0 275 110 0 231 117 424 418 41 477 462 Grp Sat Flow(s),veh/h/ln 1774 0 1785 1774 0 1829 1774 1863 1833 1774 1863 1802 Q Serve(g_s), s 6.0 0.0 12.0 4.1 0.0 9.7 2.5 11.7 11.7 0.9 14.3 14.3 Cycle Q Clear(g_c), s 6.0 0.0 12.0 4.1 0.0 9.7 2.5 11.7 11.7 0.9 14.3 14.3 Prop In Lane 1.00 0.25 1.00 0.10 1.00 0.09 1.00 0.19 Lane Grp Cap(c), veh/h 305 0 344 260 0 321 367 955 939 381 914 884 V/C Ratio(X) 0.54 0.00 0.80 0.42 0.00 0.72 0.32 0.44 0.44 0.11 0.52 0.52 Avail Cap(c_a), veh/h 305 0 460 291 0 471 406 955 939 459 914 884 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 0.0 31.4 25.6 0.0 31.7 10.3 12.5 12.5 10.3 14.2 14.2 Incr Delay (d2), s/veh 1.9 0.0 7.1 1.1 0.0 3.0 0.5 1.5 1.5 0.1 2.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.8 0.0 6.0 1.8 0.0 4.7 1.0 5.1 5.0 0.4 6.4 6.2 Lane Grp Delay (d), s/veh 26.1 0.0 38.5 26.7 0.0 34.7 10.8 14.0 14.1 10.4 16.4 16.4 Lane Grp LOS C D C C B B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 439 33.9 C 341 32.1 C 959 13.6 B 980 16.1 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 8.0 0.0 4 19.7 4.0 21.0 14.0 1.7 3 9.6 4.0 7.0 6.1 0.0 8 18.3 4.0 21.0 11.7 2.1 5 8.2 4.0 6.0 4.5 0.0 2 45.8 4.0 40.0 13.7 13.3 1 6.4 4.0 6.0 2.9 0.0 6 44.0 4.0 40.0 16.3 12.6 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 20.1 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 341 of 1257 HCM 2010 Signalized Intersection Summary 2015 Total Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 127 192 84 78 184 30 146 684 46 64 865 97 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 274 244 106 209 275 45 358 1866 126 424 1699 190 Arrive On Green 0.08 0.20 0.20 0.05 0.18 0.18 0.06 0.54 0.54 0.04 0.52 0.52 Sat Flow, veh/h 1774 1232 536 1774 1560 257 1774 3452 232 1774 3293 368 Grp Volume(v), veh/h 138 0 300 85 0 233 159 401 392 70 532 513 Grp Sat Flow(s),veh/h/ln 1774 0 1768 1774 0 1817 1774 1863 1822 1774 1863 1798 Q Serve(g_s), s 5.7 0.0 15.2 3.6 0.0 11.3 3.6 11.7 11.7 1.7 18.0 18.0 Cycle Q Clear(g_c), s 5.7 0.0 15.2 3.6 0.0 11.3 3.6 11.7 11.7 1.7 18.0 18.0 Prop In Lane 1.00 0.30 1.00 0.14 1.00 0.13 1.00 0.20 Lane Grp Cap(c), veh/h 274 0 350 209 0 320 358 1007 985 424 961 928 V/C Ratio(X) 0.50 0.00 0.86 0.41 0.00 0.73 0.44 0.40 0.40 0.17 0.55 0.55 Avail Cap(c_a), veh/h 274 0 399 247 0 410 403 1007 985 493 961 928 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 0.0 36.0 30.0 0.0 36.2 11.2 12.5 12.5 10.3 15.2 15.2 Incr Delay (d2), s/veh 1.5 0.0 15.3 1.3 0.0 4.7 0.9 1.2 1.2 0.2 2.3 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.6 0.0 8.2 1.7 0.0 5.6 1.4 5.1 5.0 0.7 8.1 7.9 Lane Grp Delay (d), s/veh 29.2 0.0 51.4 31.3 0.0 40.9 12.1 13.7 13.7 10.4 17.5 17.6 Lane Grp LOS C D C D B B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 438 44.4 D 318 38.3 D 952 13.4 B 1115 17.1 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 7.7 0.0 4 22.4 4.0 21.0 17.2 1.1 3 9.0 4.0 7.0 5.6 0.0 8 20.4 4.0 21.0 13.3 2.0 5 9.6 4.0 8.0 5.6 0.1 2 54.3 4.0 49.0 13.7 16.0 1 7.3 4.0 7.0 3.7 0.0 6 52.0 4.0 48.0 20.0 14.4 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 22.5 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 342 of 1257 HCM 2010 Signalized Intersection Summary 2015 Total PM Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 262 80 110 397 20 215 892 48 57 1165 119 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 192 335 102 225 416 21 261 1835 98 302 1575 160 Arrive On Green 0.07 0.24 0.24 0.07 0.24 0.24 0.08 0.52 0.52 0.03 0.47 0.47 Sat Flow, veh/h 1774 1371 418 1774 1757 89 1774 3504 188 1774 3328 338 Grp Volume(v), veh/h 139 0 372 120 0 454 234 516 506 62 707 688 Grp Sat Flow(s),veh/h/ln 1774 0 1789 1774 0 1847 1774 1863 1830 1774 1863 1803 Q Serve(g_s), s 6.9 0.0 23.5 6.0 0.0 28.0 7.5 21.6 21.6 2.1 38.1 38.5 Cycle Q Clear(g_c), s 6.9 0.0 23.5 6.0 0.0 28.0 7.5 21.6 21.6 2.1 38.1 38.5 Prop In Lane 1.00 0.23 1.00 0.05 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 192 0 437 225 0 437 261 975 958 302 881 853 V/C Ratio(X) 0.72 0.00 0.85 0.53 0.00 1.04 0.90 0.53 0.53 0.20 0.80 0.81 Avail Cap(c_a), veh/h 196 0 437 242 0 437 283 975 958 353 881 853 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 0.0 42.7 33.3 0.0 45.2 26.8 18.6 18.6 16.3 26.5 26.6 Incr Delay (d2), s/veh 12.1 0.0 14.8 2.0 0.0 53.5 27.2 2.1 2.1 0.3 7.6 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.7 0.0 12.5 2.8 0.0 19.8 5.6 10.0 9.8 0.9 18.9 18.5 Lane Grp Delay (d), s/veh 45.5 0.0 57.4 35.2 0.0 98.7 54.1 20.6 20.7 16.6 34.1 34.6 Lane Grp LOS D E D F D C C B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 511 54.2 D 574 85.4 F 1256 26.9 C 1457 33.6 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 12.8 4.0 9.0 8.9 0.0 4 32.9 4.0 28.0 25.5 1.3 3 11.9 4.0 9.0 8.0 0.0 8 32.0 4.0 28.0 30.0 0.0 5 13.6 4.0 11.0 9.5 0.1 2 66.0 4.0 60.0 23.6 23.8 1 7.6 4.0 7.0 4.1 0.0 6 60.0 4.0 56.0 40.5 12.5 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 42.0 D Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 343 of 1257 HCM 2010 Signalized Intersection Summary 2015 Total Saturday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 187 196 60 101 204 22 156 715 36 46 809 81 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 292 265 81 257 293 32 374 1806 91 395 1600 160 Arrive On Green 0.08 0.19 0.19 0.07 0.18 0.18 0.07 0.51 0.51 0.03 0.48 0.48 Sat Flow, veh/h 1774 1371 418 1774 1653 179 1774 3518 177 1774 3333 334 Grp Volume(v), veh/h 203 0 278 110 0 246 170 411 405 50 491 476 Grp Sat Flow(s),veh/h/ln 1774 0 1789 1774 0 1831 1774 1863 1832 1774 1863 1804 Q Serve(g_s), s 7.0 0.0 12.4 4.2 0.0 10.6 3.6 11.5 11.5 1.2 15.5 15.5 Cycle Q Clear(g_c), s 7.0 0.0 12.4 4.2 0.0 10.6 3.6 11.5 11.5 1.2 15.5 15.5 Prop In Lane 1.00 0.23 1.00 0.10 1.00 0.10 1.00 0.18 Lane Grp Cap(c), veh/h 292 0 346 257 0 325 374 957 941 395 894 866 V/C Ratio(X) 0.70 0.00 0.80 0.43 0.00 0.76 0.45 0.43 0.43 0.13 0.55 0.55 Avail Cap(c_a), veh/h 292 0 451 285 0 461 384 957 941 465 894 866 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 0.0 32.1 26.1 0.0 32.6 10.9 12.7 12.7 10.7 15.3 15.3 Incr Delay (d2), s/veh 7.0 0.0 7.8 1.1 0.0 4.4 0.9 1.4 1.4 0.1 2.4 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.8 0.0 6.3 1.9 0.0 5.3 1.4 5.1 5.0 0.4 7.0 6.8 Lane Grp Delay (d), s/veh 33.7 0.0 39.9 27.2 0.0 37.0 11.7 14.1 14.1 10.8 17.7 17.8 Lane Grp LOS C D C D B B B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS 481 37.3 D 356 34.0 C 986 13.7 B 1017 17.4 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 9.0 0.0 4 20.1 4.0 21.0 14.4 1.7 3 9.7 4.0 7.0 6.2 0.0 8 18.8 4.0 21.0 12.6 2.0 5 9.5 4.0 6.0 5.6 0.0 2 46.8 4.0 40.0 13.5 13.4 1 6.7 4.0 6.0 3.2 0.0 6 44.0 4.0 40.0 17.5 12.2 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 21.6 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 344 of 1257 HCM 2010 Signalized Intersection Summary 2035 Background Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 120 230 105 95 210 35 130 860 55 70 1025 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 282 264 120 205 322 54 282 1795 115 331 1631 190 Arrive On Green 0.07 0.22 0.22 0.06 0.21 0.21 0.06 0.52 0.52 0.04 0.50 0.50 Sat Flow, veh/h 1774 1212 553 1774 1557 260 1774 3464 222 1774 3276 382 Grp Volume(v), veh/h 130 0 364 103 0 266 141 503 492 76 633 611 Grp Sat Flow(s),veh/h/ln 1774 0 1765 1774 0 1817 1774 1863 1824 1774 1863 1795 Q Serve(g_s), s 5.4 0.0 19.6 4.3 0.0 13.1 3.5 17.2 17.2 2.0 24.9 25.0 Cycle Q Clear(g_c), s 5.4 0.0 19.6 4.3 0.0 13.1 3.5 17.2 17.2 2.0 24.9 25.0 Prop In Lane 1.00 0.31 1.00 0.14 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 282 0 384 205 0 376 282 965 945 331 927 894 V/C Ratio(X) 0.46 0.00 0.95 0.50 0.00 0.71 0.50 0.52 0.52 0.23 0.68 0.68 Avail Cap(c_a), veh/h 282 0 384 224 0 396 328 965 945 395 927 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 0.0 37.2 29.2 0.0 35.5 15.0 15.3 15.3 12.3 18.4 18.5 Incr Delay (d2), s/veh 1.2 0.0 32.5 1.9 0.0 5.4 1.4 2.0 2.1 0.3 4.1 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 2.4 0.0 12.2 2.0 0.0 6.6 1.4 7.8 7.6 0.8 11.6 11.2 Lane Grp Delay (d), s/veh 28.6 0.0 69.7 31.1 0.0 40.9 16.4 17.3 17.4 12.7 22.5 22.7 Lane Grp LOS C E C D B B B B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 494 58.8 E 369 38.2 D 1136 17.2 B 1320 22.0 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 7.4 0.0 4 25.0 4.0 21.0 21.6 0.0 3 10.0 4.0 7.0 6.3 0.0 8 24.0 4.0 21.0 15.1 2.0 5 9.5 4.0 8.0 5.5 0.1 2 54.0 4.0 49.0 19.2 19.0 1 7.5 4.0 7.0 4.0 0.0 6 52.0 4.0 48.0 27.0 14.9 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 27.7 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 345 of 1257 HCM 2010 Signalized Intersection Summary 2035 Background PM Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 135 315 100 135 475 25 230 1105 60 60 1405 145 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 207 316 101 209 409 21 224 1844 100 238 1552 159 Arrive On Green 0.08 0.23 0.23 0.08 0.23 0.23 0.09 0.53 0.53 0.03 0.47 0.47 Sat Flow, veh/h 1774 1355 432 1774 1755 92 1774 3503 189 1774 3325 341 Grp Volume(v), veh/h 147 0 451 147 0 543 250 638 628 65 849 836 Grp Sat Flow(s),veh/h/ln 1774 0 1787 1774 0 1847 1774 1863 1829 1774 1863 1803 Q Serve(g_s), s 7.5 0.0 28.0 7.5 0.0 28.0 11.0 29.6 29.7 2.3 53.6 55.4 Cycle Q Clear(g_c), s 7.5 0.0 28.0 7.5 0.0 28.0 11.0 29.6 29.7 2.3 53.6 55.4 Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 207 0 417 209 0 431 224 981 963 238 869 841 V/C Ratio(X) 0.71 0.00 1.08 0.70 0.00 1.26 1.12 0.65 0.65 0.27 0.98 0.99 Avail Cap(c_a), veh/h 207 0 417 209 0 431 224 981 963 285 869 841 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.5 0.0 46.0 34.5 0.0 46.0 41.0 20.5 20.5 18.1 31.4 31.8 Incr Delay (d2), s/veh 10.6 0.0 67.8 10.3 0.0 134.7 94.5 3.3 3.4 0.6 25.4 29.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.9 0.0 20.6 3.9 0.0 29.3 12.7 13.9 13.6 1.0 29.9 30.6 Lane Grp Delay (d), s/veh 45.1 0.0 113.8 44.7 0.0 180.7 135.4 23.8 23.9 18.8 56.7 61.4 Lane Grp LOS D F D F F C C B E E Approach Vol, veh/h Approach Delay, s/veh Approach LOS 598 96.9 F 690 151.7 F 1516 42.3 D 1750 57.5 E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 13.0 4.0 9.0 9.5 0.0 4 32.0 4.0 28.0 30.0 0.0 3 13.0 4.0 9.0 9.5 0.0 8 32.0 4.0 28.0 30.0 0.0 5 15.0 4.0 11.0 13.0 0.0 2 67.2 4.0 60.0 31.7 24.0 1 7.8 4.0 7.0 4.3 0.0 6 60.0 4.0 56.0 57.4 0.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 71.9 E Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 346 of 1257 HCM 2010 Signalized Intersection Summary 2035 Background Saturday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 185 230 75 125 230 25 130 900 45 45 955 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 308 291 95 261 354 38 294 1719 86 299 1528 160 Arrive On Green 0.08 0.22 0.22 0.08 0.21 0.21 0.06 0.49 0.49 0.03 0.46 0.46 Sat Flow, veh/h 1774 1344 441 1774 1653 178 1774 3518 176 1774 3316 348 Grp Volume(v), veh/h 201 0 332 136 0 277 141 518 509 49 583 564 Grp Sat Flow(s),veh/h/ln 1774 0 1785 1774 0 1831 1774 1863 1832 1774 1863 1801 Q Serve(g_s), s 7.0 0.0 15.5 5.1 0.0 12.2 3.3 17.1 17.1 1.3 21.3 21.3 Cycle Q Clear(g_c), s 7.0 0.0 15.5 5.1 0.0 12.2 3.3 17.1 17.1 1.3 21.3 21.3 Prop In Lane 1.00 0.25 1.00 0.10 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 308 0 386 261 0 393 294 910 895 299 858 830 V/C Ratio(X) 0.65 0.00 0.86 0.52 0.00 0.71 0.48 0.57 0.57 0.16 0.68 0.68 Avail Cap(c_a), veh/h 308 0 432 265 0 443 311 910 895 365 858 830 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 0.0 32.7 25.1 0.0 31.6 14.1 15.7 15.7 12.8 18.4 18.4 Incr Delay (d2), s/veh 4.9 0.0 14.8 1.8 0.0 4.4 1.2 2.6 2.6 0.3 4.3 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.7 0.0 8.6 2.3 0.0 6.1 1.4 7.7 7.6 0.5 9.9 9.6 Lane Grp Delay (d), s/veh 31.2 0.0 47.5 26.8 0.0 35.9 15.4 18.3 18.3 13.1 22.7 22.8 Lane Grp LOS C D C D B B B B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 533 41.4 D 413 32.9 C 1168 18.0 B 1196 22.4 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 9.0 0.0 4 22.8 4.0 21.0 17.5 1.2 3 10.8 4.0 7.0 7.1 0.0 8 22.6 4.0 21.0 14.2 2.1 5 9.2 4.0 6.0 5.3 0.0 2 46.4 4.0 40.0 19.1 14.4 1 6.8 4.0 6.0 3.3 0.0 6 44.0 4.0 40.0 23.3 12.2 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 25.2 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 347 of 1257 HCM 2010 Signalized Intersection Summary 2035 Total Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 230 100 95 220 35 170 840 55 80 1050 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 269 265 115 204 322 51 290 1794 118 345 1615 184 Arrive On Green 0.07 0.21 0.21 0.06 0.21 0.21 0.07 0.52 0.52 0.04 0.49 0.49 Sat Flow, veh/h 1774 1231 537 1774 1569 249 1774 3458 227 1774 3286 374 Grp Volume(v), veh/h 163 0 359 103 0 277 185 492 481 87 646 625 Grp Sat Flow(s),veh/h/ln 1774 0 1768 1774 0 1819 1774 1863 1823 1774 1863 1797 Q Serve(g_s), s 7.0 0.0 19.5 4.4 0.0 14.0 4.6 16.9 16.9 2.4 26.4 26.5 Cycle Q Clear(g_c), s 7.0 0.0 19.5 4.4 0.0 14.0 4.6 16.9 16.9 2.4 26.4 26.5 Prop In Lane 1.00 0.30 1.00 0.14 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 269 0 380 204 0 373 290 966 945 345 915 883 V/C Ratio(X) 0.61 0.00 0.94 0.50 0.00 0.74 0.64 0.51 0.51 0.25 0.71 0.71 Avail Cap(c_a), veh/h 269 0 380 222 0 391 315 966 945 400 915 883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 0.0 37.8 29.7 0.0 36.4 16.9 15.4 15.4 12.5 19.3 19.4 Incr Delay (d2), s/veh 3.8 0.0 32.2 1.9 0.0 7.1 3.8 1.9 2.0 0.4 4.6 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 3.3 0.0 12.1 2.1 0.0 7.1 2.2 7.6 7.5 0.9 12.3 11.9 Lane Grp Delay (d), s/veh 32.6 0.0 69.9 31.6 0.0 43.5 20.7 17.3 17.3 12.8 23.9 24.1 Lane Grp LOS C E C D C B B B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 522 58.3 E 380 40.3 D 1158 17.9 B 1358 23.3 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 9.0 0.0 4 25.0 4.0 21.0 21.5 0.0 3 10.0 4.0 7.0 6.4 0.0 8 24.0 4.0 21.0 16.0 1.8 5 10.6 4.0 8.0 6.6 0.1 2 54.7 4.0 49.0 18.9 19.2 1 8.0 4.0 7.0 4.4 0.0 6 52.0 4.0 48.0 28.5 14.1 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 28.7 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 348 of 1257 HCM 2010 Signalized Intersection Summary 2035 Total PM Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 155 320 100 135 485 25 255 1095 60 65 1420 145 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 207 318 99 209 410 21 223 1835 100 243 1553 157 Arrive On Green 0.08 0.23 0.23 0.08 0.23 0.23 0.09 0.52 0.52 0.03 0.47 0.47 Sat Flow, veh/h 1774 1361 426 1774 1757 90 1774 3501 191 1774 3329 337 Grp Volume(v), veh/h 168 0 457 147 0 554 277 633 622 71 857 844 Grp Sat Flow(s),veh/h/ln 1774 0 1788 1774 0 1847 1774 1863 1829 1774 1863 1803 Q Serve(g_s), s 8.7 0.0 28.0 7.5 0.0 28.0 11.0 29.4 29.4 2.5 54.5 56.0 Cycle Q Clear(g_c), s 8.7 0.0 28.0 7.5 0.0 28.0 11.0 29.4 29.4 2.5 54.5 56.0 Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 207 0 417 209 0 431 223 976 959 243 869 841 V/C Ratio(X) 0.81 0.00 1.10 0.70 0.00 1.29 1.24 0.65 0.65 0.29 0.99 1.00 Avail Cap(c_a), veh/h 207 0 417 209 0 431 223 976 959 286 869 841 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 46.0 34.5 0.0 46.0 41.1 20.6 20.6 18.1 31.6 32.0 Incr Delay (d2), s/veh 21.0 0.0 72.4 10.3 0.0 145.2 141.8 3.3 3.4 0.7 27.2 31.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 5.0 0.0 21.1 3.9 0.0 30.5 12.2 13.9 13.7 1.1 30.6 31.5 Lane Grp Delay (d), s/veh 55.9 0.0 118.4 44.7 0.0 191.2 183.0 23.9 24.0 18.8 58.8 63.9 Lane Grp LOS E F D F F C C B E F Approach Vol, veh/h Approach Delay, s/veh Approach LOS 625 101.6 F 701 160.5 F 1532 52.7 D 1772 59.6 E Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 13.0 4.0 9.0 10.7 0.0 4 32.0 4.0 28.0 30.0 0.0 3 13.0 4.0 9.0 9.5 0.0 8 32.0 4.0 28.0 30.0 0.0 5 15.0 4.0 11.0 13.0 0.0 2 66.9 4.0 60.0 31.4 24.2 1 8.1 4.0 7.0 4.5 0.0 6 60.0 4.0 56.0 58.0 0.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 78.3 E Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 349 of 1257 HCM 2010 Signalized Intersection Summary 2035 Total Saturday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 220 235 70 125 245 25 180 875 45 55 980 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 186.3 186.3 190.0 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Cap, veh/h 293 297 88 260 356 36 298 1718 89 312 1516 155 Arrive On Green 0.08 0.21 0.21 0.08 0.21 0.21 0.07 0.49 0.49 0.04 0.46 0.46 Sat Flow, veh/h 1774 1379 411 1774 1664 169 1774 3513 181 1774 3325 340 Grp Volume(v), veh/h 239 0 331 136 0 293 196 504 496 60 596 578 Grp Sat Flow(s),veh/h/ln 1774 0 1790 1774 0 1833 1774 1863 1831 1774 1863 1803 Q Serve(g_s), s 7.0 0.0 15.6 5.2 0.0 13.1 4.7 16.6 16.6 1.6 22.5 22.5 Cycle Q Clear(g_c), s 7.0 0.0 15.6 5.2 0.0 13.1 4.7 16.6 16.6 1.6 22.5 22.5 Prop In Lane 1.00 0.23 1.00 0.09 1.00 0.10 1.00 0.19 Lane Grp Cap(c), veh/h 293 0 385 260 0 392 298 911 895 312 849 822 V/C Ratio(X) 0.82 0.00 0.86 0.52 0.00 0.75 0.66 0.55 0.55 0.19 0.70 0.70 Avail Cap(c_a), veh/h 293 0 428 262 0 439 298 911 895 371 849 822 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.8 0.0 33.2 25.4 0.0 32.3 15.9 15.7 15.7 13.0 19.1 19.1 Incr Delay (d2), s/veh 16.2 0.0 14.9 1.8 0.0 6.2 5.2 2.4 2.5 0.3 4.8 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q (50%), veh/ln 1.3 0.0 8.6 2.4 0.0 6.6 2.3 7.5 7.4 0.6 10.6 10.3 Lane Grp Delay (d), s/veh 46.0 0.0 48.1 27.2 0.0 38.5 21.1 18.1 18.2 13.3 23.9 24.1 Lane Grp LOS D D C D C B B B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS 570 47.2 D 429 34.9 C 1196 18.6 B 1234 23.5 C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s 7 11.0 4.0 7.0 9.0 0.0 4 22.9 4.0 21.0 17.6 1.2 3 10.9 4.0 7.0 7.2 0.0 8 22.8 4.0 21.0 15.1 1.9 5 10.0 4.0 6.0 6.7 0.0 2 46.9 4.0 40.0 18.6 14.6 1 7.1 4.0 6.0 3.6 0.0 6 44.0 4.0 40.0 24.5 11.5 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 27.2 C Notes 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 350 of 1257 HCM 2010 TWSC 2013 Weekday Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 26 363 22 4 363 14 16 18 9 6 6 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 28 395 24 4 395 15 17 20 10 7 7 27 Stage 1 ------463 463 -411 411 - Stage 2 ------428 418 -478 475 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1149 --1141 --263 285 644 264 284 648 Stage 1 ------579 564 -618 595 - Stage 2 ------605 591 -568 557 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1149 --1141 --240 275 644 239 274 648 Mov Capacity-2 Maneuver ------240 275 -239 274 - Stage 1 ------560 546 -598 592 - Stage 2 ------570 588 -522 539 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 410 0 0 418 0 0 891 881 407 889 886 402 Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 19.5 14.2 HCM LOS C B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.159 19.5 C 0.557 0.025 8.212 A 0.076 - 0 A - - - - 0.004 8.167 A 0.011 - 0 A - - - - 0.093 14.2 B 0.306 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 294 1149 --1141 --432 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Baseline Synchro 7 - Report %user_name% Page 1 Page 351 of 1257 HCM 2010 TWSC 2013 Weekday PM Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 453 22 9 662 14 7 7 20 3 5 43 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 492 24 10 720 15 8 8 22 3 5 47 Stage 1 ------548 548 -747 747 - Stage 2 ------773 754 -563 560 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 870 --1050 --134 161 568 136 160 424 Stage 1 ------521 517 -405 420 - Stage 2 ------392 417 -511 511 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 870 --1050 --111 153 568 121 152 424 Mov Capacity-2 Maneuver ------111 153 -121 152 - Stage 1 ------502 498 -390 413 - Stage 2 ------339 410 -467 493 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 735 0 0 516 0 0 1321 1302 504 1310 1307 727 Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 23.1 18.5 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.157 23.1 C 0.545 0.025 9.244 A 0.077 - 0 A - - - - 0.009 8.461 A 0.028 - 0 A - - - - 0.173 18.5 C 0.615 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 236 870 --1050 --321 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Baseline Synchro 7 - Report %user_name% Page 1 Page 352 of 1257 HCM 2010 TWSC 2013 Saturday Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 19 393 8 3 348 11 7 8 10 8 4 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 427 9 3 378 12 8 9 11 9 4 20 Stage 1 ------473 473 -391 391 - Stage 2 ------403 397 -483 477 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1169 --1124 --269 290 624 270 290 664 Stage 1 ------572 558 -633 607 - Stage 2 ------624 603 -565 556 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1169 --1124 --253 282 624 254 282 664 Mov Capacity-2 Maneuver ------253 282 -254 282 - Stage 1 ------558 545 -618 605 - Stage 2 ------599 601 -533 543 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 390 0 0 436 0 0 876 870 432 874 868 384 Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 16.3 14.5 HCM LOS C B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.078 16.3 C 0.253 0.018 8.135 A 0.054 - 0 A - - - - 0.003 8.212 A 0.009 - 0 A - - - - 0.079 14.5 B 0.256 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 347 1169 --1124 --412 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Baseline Synchro 7 - Report %user_name% Page 1 Page 353 of 1257 HCM 2010 TWSC 2015 Background Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 26 370 22 4 370 14 16 18 9 6 6 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 28 402 24 4 402 15 17 20 10 7 7 27 Stage 1 ------471 471 -418 418 - Stage 2 ------435 426 -485 483 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1142 --1133 --257 279 638 258 278 642 Stage 1 ------573 560 -612 591 - Stage 2 ------600 586 -563 553 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1142 --1133 --235 269 638 233 268 642 Mov Capacity-2 Maneuver ------235 269 -233 268 - Stage 1 ------555 542 -592 588 - Stage 2 ------565 583 -517 535 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 417 0 0 426 0 0 906 897 414 903 901 410 Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 19.9 14.4 HCM LOS C B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.162 19.9 C 0.57 0.025 8.232 A 0.076 - 0 A - - - - 0.004 8.19 A 0.012 - 0 A - - - - 0.095 14.4 B 0.312 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 288 1142 --1133 --425 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 354 of 1257 HCM 2010 TWSC 2015 Background PM Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 462 22 9 675 14 7 7 20 3 5 43 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 502 24 10 734 15 8 8 22 3 5 47 Stage 1 ------558 558 -761 761 - Stage 2 ------787 768 -572 570 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 860 --1041 --129 156 560 131 154 416 Stage 1 ------514 512 -398 414 - Stage 2 ------385 411 -505 505 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 860 --1041 --107 148 560 116 146 416 Mov Capacity-2 Maneuver ------107 148 -116 146 - Stage 1 ------495 494 -384 407 - Stage 2 ------332 404 -461 487 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 749 0 0 526 0 0 1345 1326 514 1333 1331 741 Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 23.7 19 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.161 23.7 C 0.564 0.025 9.295 A 0.078 - 0 A - - - - 0.009 8.491 A 0.028 - 0 A - - - - 0.178 19 C 0.636 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 229 860 --1041 --312 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 355 of 1257 HCM 2010 TWSC 2015 Background Saturday Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 19 401 8 3 355 11 7 8 10 8 4 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 436 9 3 386 12 8 9 11 9 4 20 Stage 1 ------482 482 -398 398 - Stage 2 ------410 404 -491 486 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1161 --1115 --263 284 617 264 284 657 Stage 1 ------565 553 -628 603 - Stage 2 ------619 599 -559 551 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1161 --1115 --247 276 617 248 276 657 Mov Capacity-2 Maneuver ------247 276 -248 276 - Stage 1 ------551 540 -613 601 - Stage 2 ------594 597 -527 538 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 398 0 0 445 0 0 892 886 440 889 884 392 Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 16.5 14.7 HCM LOS C B HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.08 16.5 C 0.259 0.018 8.157 A 0.054 - 0 A - - - - 0.003 8.238 A 0.009 - 0 A - - - - 0.081 14.7 B 0.261 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 340 1161 --1115 --405 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 356 of 1257 HCM 2010 TWSC 2015 Total Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 47 355 22 4 348 82 16 21 9 48 9 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 51 386 24 4 378 89 17 23 10 52 10 57 Stage 1 ------500 500 -432 432 - Stage 2 ------465 476 -516 512 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1094 --1149 --234 251 652 241 262 631 Stage 1 ------553 543 -602 582 - Stage 2 ------578 557 -542 536 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1094 --1149 --196 235 652 209 245 631 Mov Capacity-2 Maneuver ------196 235 -209 245 - Stage 1 ------519 510 -565 579 - Stage 2 ------515 554 -479 503 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 467 0 0 410 0 0 965 976 398 948 944 423 Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 23.1 23.4 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.201 23.1 C 0.732 0.047 8.452 A 0.147 - 0 A - - - - 0.004 8.145 A 0.011 - 0 A - - - - 0.38 23.4 C 1.715 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 249 1094 --1149 --312 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 357 of 1257 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 34 452 22 9 662 55 7 9 20 30 7 59 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 779 0 0 515 0 0 1382 1376 503 1362 1358 749 HCM 2010 TWSC 2015 Total PM Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 3.8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 491 24 10 720 60 8 10 22 33 8 64 Stage 1 ------577 577 -769 769 - Stage 2 ------805 799 -593 589 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 838 --1051 --121 145 569 125 149 412 Stage 1 ------502 502 -394 411 - Stage 2 ------376 398 -492 495 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 838 --1051 --92 134 569 107 137 412 Mov Capacity-2 Maneuver ------92 134 -107 137 - Stage 1 ------471 471 -370 404 - Stage 2 ------306 391 -435 464 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 27.1 40.4 HCM LOS D E HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.194 27.1 D 0.697 0.044 9.494 A 0.138 - 0 A - - - - 0.009 8.457 A 0.028 - 0 A - - - - 0.517 40.4 E 2.636 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 202 838 --1051 --202 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 358 of 1257 HCM 2010 TWSC 2015 Total Saturday Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 38 389 8 3 341 86 7 11 10 61 7 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 423 9 3 371 93 8 12 11 66 8 42 Stage 1 ------510 510 -424 424 - Stage 2 ------449 471 -521 514 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1097 --1128 --237 249 628 242 264 636 Stage 1 ------546 538 -608 587 - Stage 2 ------589 560 -539 535 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1097 --1128 --207 236 628 219 250 636 Mov Capacity-2 Maneuver ------207 236 -219 250 - Stage 1 ------519 512 -578 585 - Stage 2 ------540 558 -492 509 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 464 0 0 432 0 0 959 981 427 945 938 417 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 18.8 25.4 HCM LOS C D HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.105 18.8 C 0.347 0.038 8.41 A 0.117 - 0 A - - - - 0.003 8.201 A 0.009 - 0 A - - - - 0.4 25.4 D 1.842 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 291 1097 --1128 --291 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 359 of 1257 HCM 2010 TWSC 2015 Total Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 47 355 22 4 348 82 16 21 9 48 9 52 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 --50 -------- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 51 386 24 4 378 89 17 23 10 52 10 57 Stage 1 ------500 500 -432 432 - Stage 2 ------465 476 -516 512 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1094 --1149 --234 251 652 241 262 631 Stage 1 ------553 543 -602 582 - Stage 2 ------578 557 -542 536 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1094 --1149 --199 238 652 212 249 631 Mov Capacity-2 Maneuver ------199 238 -212 249 - Stage 1 ------527 518 -574 580 - Stage 2 ------516 555 -487 511 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 467 0 0 410 0 0 965 976 398 948 944 423 Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 22.8 23.1 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.198 22.8 C 0.722 0.047 8.452 A 0.147 - - - - - - 0.004 8.145 A 0.011 - - - - - - 0.375 23.1 C 1.685 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 252 1094 --1149 --316 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 360 of 1257 HCM 2010 TWSC 2015 Total PM Peak Hour - Improved 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 34 452 22 9 662 55 7 9 20 30 7 59 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 --50 -------- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 37 491 24 10 720 60 8 10 22 33 8 64 Stage 1 ------577 577 -769 769 - Stage 2 ------805 799 -593 589 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 838 --1051 --121 145 569 125 149 412 Stage 1 ------502 502 -394 411 - Stage 2 ------376 398 -492 495 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 838 --1051 --94 137 569 109 141 412 Mov Capacity-2 Maneuver ------94 137 -109 141 - Stage 1 ------480 480 -377 407 - Stage 2 ------309 394 -443 473 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 779 0 0 515 0 0 1382 1376 503 1362 1358 749 Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 26.7 39.5 HCM LOS D E HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.191 26.7 D 0.685 0.044 9.494 A 0.138 - - - - - - 0.009 8.457 A 0.028 - - - - - - 0.509 39.5 E 2.581 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 205 838 --1051 --205 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 361 of 1257 HCM 2010 TWSC 2015 Total Saturday Midday Peak Hour - Improved 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 38 389 8 3 341 86 7 11 10 61 7 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 --50 -------- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 423 9 3 371 93 8 12 11 66 8 42 Stage 1 ------510 510 -424 424 - Stage 2 ------449 471 -521 514 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1097 --1128 --237 249 628 242 264 636 Stage 1 ------546 538 -608 587 - Stage 2 ------589 560 -539 535 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1097 --1128 --210 239 628 222 253 636 Mov Capacity-2 Maneuver ------210 239 -222 253 - Stage 1 ------526 518 -585 585 - Stage 2 ------541 559 -498 515 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 464 0 0 432 0 0 959 981 427 945 938 417 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 18.7 25 HCM LOS C D HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.104 18.7 C 0.343 0.038 8.41 A 0.117 - - - - - - 0.003 8.201 A 0.009 - - - - - - 0.396 25 D 1.815 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 294 1097 --1128 --294 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 362 of 1257 HCM 2010 TWSC 2035 Background Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 450 20 5 450 15 15 20 10 5 5 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 489 22 5 489 16 16 22 11 5 5 27 Stage 1 ------554 554 -508 508 - Stage 2 ------524 516 -571 565 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1060 --1054 --196 221 571 196 220 573 Stage 1 ------517 514 -547 539 - Stage 2 ------537 534 -506 508 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1060 --1054 --177 212 571 171 211 573 Mov Capacity-2 Maneuver ------177 212 -171 211 - Stage 1 ------498 495 -527 535 - Stage 2 ------503 530 -457 490 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 505 0 0 511 0 0 1078 1070 500 1079 1073 497 Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 24.9 16.1 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.214 24.9 C 0.787 0.026 8.486 A 0.079 - 0 A - - - - 0.005 8.433 A 0.016 - 0 A - - - - 0.105 16.1 C 0.349 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 229 1060 --1054 --362 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 363 of 1257 HCM 2010 TWSC 2035 Background PM Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 565 20 10 825 15 5 5 20 5 5 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 614 22 11 897 16 5 5 22 5 5 49 Stage 1 ------668 668 -927 927 - Stage 2 ------954 935 -682 679 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 746 --947 --82 106 485 84 105 335 Stage 1 ------448 456 -322 347 - Stage 2 ------311 344 -440 451 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 746 --947 --64 99 485 73 98 335 Mov Capacity-2 Maneuver ------64 99 -73 98 - Stage 1 ------427 435 -307 339 - Stage 2 ------255 336 -396 430 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 913 0 0 636 0 0 1622 1603 625 1609 1606 905 Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 29.9 27.8 HCM LOS D D HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.184 29.9 D 0.654 0.029 9.971 A 0.09 - 0 A - - - - 0.011 8.846 A 0.035 - 0 A - - - - 0.275 27.8 D 1.081 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 177 746 --947 --217 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 364 of 1257 HCM 2010 TWSC 2035 Background Saturday Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 490 10 5 435 10 5 10 10 10 5 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 533 11 5 473 11 5 11 11 11 5 22 Stage 1 ------582 582 -489 489 - Stage 2 ------503 495 -592 587 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1079 --1026 --194 219 543 195 219 587 Stage 1 ------499 499 -561 549 - Stage 2 ------551 546 -493 497 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1079 --1026 --178 211 543 179 211 587 Mov Capacity-2 Maneuver ------178 211 -179 211 - Stage 1 ------485 485 -545 545 - Stage 2 ------522 542 -459 483 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 484 0 0 543 0 0 1085 1077 538 1081 1076 478 Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 20.1 18.3 HCM LOS C C HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.102 20.1 C 0.338 0.02 8.405 A 0.062 - 0 A - - - - 0.005 8.527 A 0.016 - 0 A - - - - 0.124 18.3 C 0.418 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 266 1079 --1026 --308 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 365 of 1257 HCM 2010 TWSC 2035 Total Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 45 435 20 5 430 80 15 25 10 50 10 50 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 473 22 5 467 87 16 27 11 54 11 54 Stage 1 ------582 582 -522 522 - Stage 2 ------554 565 -601 592 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1016 --1069 --179 199 583 183 208 563 Stage 1 ------499 499 -538 531 - Stage 2 ------517 508 -487 494 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1016 --1069 --146 184 583 151 193 563 Mov Capacity-2 Maneuver ------146 184 -151 193 - Stage 1 ------466 466 -502 527 - Stage 2 ------454 504 -420 461 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 554 0 0 495 0 0 1136 1147 484 1123 1114 511 Approach EB WB NB SB HCM Control Delay, s 0.8 0.1 30.4 35.7 HCM LOS D E HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.279 30.4 D 1.091 0.048 8.722 A 0.152 - 0 A - - - - 0.005 8.385 A 0.015 - 0 A - - - - 0.513 35.7 E 2.662 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 195 1016 --1069 --233 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 366 of 1257 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 555 20 10 810 55 5 10 20 30 10 60 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 940 0 0 625 0 0 1660 1652 614 1639 1633 910 HCM 2010 TWSC 2035 Total PM Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 7.3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 603 22 11 880 60 5 11 22 33 11 65 Stage 1 ------690 690 -932 932 - Stage 2 ------970 962 -707 701 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 729 --956 --78 98 492 80 101 333 Stage 1 ------435 446 -320 345 - Stage 2 ------304 334 -426 441 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 729 --956 --53 88 492 64 91 333 Mov Capacity-2 Maneuver ------53 88 -64 91 - Stage 1 ------400 410 -294 337 - Stage 2 ------231 326 -365 406 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 39.7 100.6 HCM LOS E F HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.27 39.7 E 1.027 0.052 10.21 B 0.165 - 0 A - - - - 0.011 8.809 A 0.034 - 0 A - - - - 0.823 100.6 F 5.092 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 141 729 --956 --132 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 367 of 1257 HCM 2010 TWSC 2035 Total Saturday Midday Peak Hour 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 40 480 10 5 420 85 5 15 10 65 10 40 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 43 522 11 5 457 92 5 16 11 71 11 43 Stage 1 ------614 614 -514 514 - Stage 2 ------541 560 -628 620 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1021 --1035 --174 192 551 177 203 569 Stage 1 ------479 483 -543 535 - Stage 2 ------525 511 -471 480 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1021 --1035 --146 179 551 153 189 569 Mov Capacity-2 Maneuver ------146 179 -153 189 - Stage 1 ------450 454 -510 531 - Stage 2 ------472 507 -418 451 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 549 0 0 533 0 0 1155 1174 527 1142 1134 503 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 24.2 44.6 HCM LOS C E HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.148 24.2 C 0.511 0.043 8.683 A 0.133 - 0 A - - - - 0.005 8.497 A 0.016 - 0 A - - - - 0.595 44.6 E 3.353 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 220 1021 --1035 --210 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 368 of 1257 HCM 2010 TWSC 2035 Total Midday Peak Hour - Improved 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 45 435 20 5 430 80 15 25 10 50 10 50 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 --50 -------- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 473 22 5 467 87 16 27 11 54 11 54 Stage 1 ------582 582 -522 522 - Stage 2 ------554 565 -601 592 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1016 --1069 --179 199 583 183 208 563 Stage 1 ------499 499 -538 531 - Stage 2 ------517 508 -487 494 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1016 --1069 --149 189 583 154 197 563 Mov Capacity-2 Maneuver ------149 189 -154 197 - Stage 1 ------475 475 -512 529 - Stage 2 ------455 506 -429 470 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 554 0 0 495 0 0 1136 1147 484 1123 1114 511 Approach EB WB NB SB HCM Control Delay, s 0.8 0.1 29.6 34.7 HCM LOS D D HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.272 29.6 D 1.058 0.048 8.722 A 0.152 - - - - - - 0.005 8.385 A 0.015 - - - - - - 0.504 34.7 D 2.596 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 200 1016 --1069 --237 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 369 of 1257 HCM 2010 TWSC 2035 Total PM Peak Hour - Improved 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 555 20 10 810 55 5 10 20 30 10 60 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 --50 -------- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 603 22 11 880 60 5 11 22 33 11 65 Stage 1 ------690 690 -932 932 - Stage 2 ------970 962 -707 701 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 729 --956 --78 98 492 80 101 333 Stage 1 ------435 446 -320 345 - Stage 2 ------304 334 -426 441 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 729 --956 --55 92 492 66 95 333 Mov Capacity-2 Maneuver ------55 92 -66 95 - Stage 1 ------412 423 -303 341 - Stage 2 ------234 330 -376 418 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 940 0 0 625 0 0 1660 1652 614 1639 1633 910 Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 38.1 95.5 HCM LOS E F HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.261 38.1 E 0.985 0.052 10.21 B 0.165 - - - - - - 0.011 8.809 A 0.034 - - - - - - 0.805 95.5 F 4.949 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 146 729 --956 --135 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 370 of 1257 HCM 2010 TWSC 2035 Total Saturday Midday Peak Hour - Improved 2: Acoma Street & Dartmouth Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 40 480 10 5 420 85 5 15 10 65 10 40 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 50 --50 -------- Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 43 522 11 5 457 92 5 16 11 71 11 43 Stage 1 ------614 614 -514 514 - Stage 2 ------541 560 -628 620 - Follow-up Headway 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1021 --1035 --174 192 551 177 203 569 Stage 1 ------479 483 -543 535 - Stage 2 ------525 511 -471 480 - Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 1021 --1035 --148 183 551 156 194 569 Mov Capacity-2 Maneuver ------148 183 -156 194 - Stage 1 ------459 463 -520 532 - Stage 2 ------473 509 -427 460 - Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 549 0 0 533 0 0 1155 1174 527 1142 1134 503 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 23.8 43 HCM LOS C E HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.146 23.8 C 0.501 0.043 8.683 A 0.133 - - - - - - 0.005 8.497 A 0.016 - - - - - - 0.584 43 E 3.259 Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 224 1021 --1035 --214 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 371 of 1257 HCM 2010 TWSC 2013 Weekday Midday Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 4 12 18 6 1 32 29 7 26 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 23 4 13 20 7 1 35 32 8 28 3 Stage 1 45 45 -53 53 ------- Stage 2 66 68 -59 47 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 867 777 1044 866 790 1017 1580 --1536 -- Stage 1 969 857 -960 851 ------- Stage 2 945 838 -953 856 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 841 772 1044 839 785 1017 1580 --1536 -- Mov Capacity-2 Maneuver 841 772 -839 785 ------- Stage 1 968 853 -959 850 ------- Stage 2 916 837 -919 852 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 111 113 30 112 100 51 32 0 0 66 0 0 Approach EB WB NB SB HCM Control Delay, s 9.6 9.5 0.1 1.4 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1580 --810 835 1536 -- HCM Lane V/C Ratio 0.001 --0.039 0.047 0.005 -- HCM Control Delay (s) 7.28 0 -9.6 9.5 7.355 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.002 --0.121 0.147 0.015 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Baseline Synchro 7 - Report %user_name% Page 1 Page 372 of 1257 HCM 2010 TWSC 2013 Weekday PM Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 16 3 19 40 8 5 24 10 8 22 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 17 3 21 43 9 5 26 11 9 24 3 Stage 1 43 43 -42 42 ------- Stage 2 68 48 -53 45 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 867 799 1050 888 803 1042 1587 --1574 -- Stage 1 971 859 -972 860 ------- Stage 2 942 855 -960 857 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 818 792 1050 864 796 1042 1587 --1574 -- Mov Capacity-2 Maneuver 818 792 -864 796 ------- Stage 1 968 854 -969 857 ------- Stage 2 884 852 -932 852 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 111 91 26 95 87 32 27 0 0 37 0 0 Approach EB WB NB SB HCM Control Delay, s 9.5 9.7 0.9 1.8 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1587 --824 838 1574 -- HCM Lane V/C Ratio 0.003 --0.026 0.087 0.006 -- HCM Control Delay (s) 7.276 0 -9.5 9.7 7.3 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.081 0.285 0.017 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Baseline Synchro 7 - Report %user_name% Page 1 Page 373 of 1257 HCM 2010 TWSC 2013 Saturday Midday Peak Hour 3: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 0 5 7 6 4 29 7 3 14 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 23 0 5 8 7 4 32 8 3 15 2 Stage 1 23 23 -44 44 ------- Stage 2 51 48 -34 24 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 916 819 1063 911 823 1038 1600 --1571 -- Stage 1 995 876 -970 858 ------- Stage 2 962 855 -982 875 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 900 815 1063 888 819 1038 1600 --1571 -- Mov Capacity-2 Maneuver 900 815 -888 819 ------- Stage 1 992 874 -967 855 ------- Stage 2 945 852 -954 873 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 74 71 16 78 68 35 17 0 0 39 0 0 Approach EB WB NB SB HCM Control Delay, s 9.5 9.1 0.7 1.2 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1600 --828 902 1571 -- HCM Lane V/C Ratio 0.003 --0.033 0.022 0.002 -- HCM Control Delay (s) 7.256 0 -9.5 9.1 7.296 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.008 --0.102 0.066 0.006 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined Baseline Synchro 7 - Report %user_name% Page 1 Page 374 of 1257 HCM 2010 TWSC 2015 Background Midday Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 4 12 18 6 1 32 29 7 26 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 23 4 13 20 7 1 35 32 8 28 3 Stage 1 45 45 -53 53 ------- Stage 2 66 68 -59 47 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 867 777 1044 866 790 1017 1580 --1536 -- Stage 1 969 857 -960 851 ------- Stage 2 945 838 -953 856 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 841 772 1044 839 785 1017 1580 --1536 -- Mov Capacity-2 Maneuver 841 772 -839 785 ------- Stage 1 968 853 -959 850 ------- Stage 2 916 837 -919 852 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 111 113 30 112 100 51 32 0 0 66 0 0 Approach EB WB NB SB HCM Control Delay, s 9.6 9.5 0.1 1.4 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1580 --810 835 1536 -- HCM Lane V/C Ratio 0.001 --0.039 0.047 0.005 -- HCM Control Delay (s) 7.28 0 -9.6 9.5 7.355 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.002 --0.121 0.147 0.015 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 375 of 1257 HCM 2010 TWSC 2015 Background PM Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 16 3 19 40 8 5 24 10 8 22 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 17 3 21 43 9 5 26 11 9 24 3 Stage 1 43 43 -42 42 ------- Stage 2 68 48 -53 45 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 867 799 1050 888 803 1042 1587 --1574 -- Stage 1 971 859 -972 860 ------- Stage 2 942 855 -960 857 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 818 792 1050 864 796 1042 1587 --1574 -- Mov Capacity-2 Maneuver 818 792 -864 796 ------- Stage 1 968 854 -969 857 ------- Stage 2 884 852 -932 852 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 111 91 26 95 87 32 27 0 0 37 0 0 Approach EB WB NB SB HCM Control Delay, s 9.5 9.7 0.9 1.8 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1587 --824 838 1574 -- HCM Lane V/C Ratio 0.003 --0.026 0.087 0.006 -- HCM Control Delay (s) 7.276 0 -9.5 9.7 7.3 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.081 0.285 0.017 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 376 of 1257 HCM 2010 TWSC 2015 Background Saturday Midday Peak Hour 3: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 0 5 7 6 4 29 7 3 14 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 23 0 5 8 7 4 32 8 3 15 2 Stage 1 23 23 -44 44 ------- Stage 2 51 48 -34 24 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 916 819 1063 911 823 1038 1600 --1571 -- Stage 1 995 876 -970 858 ------- Stage 2 962 855 -982 875 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 900 815 1063 888 819 1038 1600 --1571 -- Mov Capacity-2 Maneuver 900 815 -888 819 ------- Stage 1 992 874 -967 855 ------- Stage 2 945 852 -954 873 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 74 71 16 78 68 35 17 0 0 39 0 0 Approach EB WB NB SB HCM Control Delay, s 9.5 9.1 0.7 1.2 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1600 --828 902 1571 -- HCM Lane V/C Ratio 0.003 --0.033 0.022 0.002 -- HCM Control Delay (s) 7.256 0 -9.5 9.1 7.296 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.008 --0.102 0.066 0.006 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 377 of 1257 HCM 2010 TWSC 2015 Total Midday Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 5 13 18 6 2 36 30 7 27 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 23 5 14 20 7 2 39 33 8 29 3 Stage 1 46 46 -60 60 ------- Stage 2 73 76 -60 48 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 857 768 1043 855 782 1012 1579 --1528 -- Stage 1 968 857 -951 845 ------- Stage 2 937 832 -951 855 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 831 763 1043 827 777 1012 1579 --1528 -- Mov Capacity-2 Maneuver 831 763 -827 777 ------- Stage 1 967 853 -950 844 ------- Stage 2 908 831 -916 851 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 119 122 31 120 108 55 33 0 0 72 0 0 Approach EB WB NB SB HCM Control Delay, s 9.6 9.6 0.2 1.4 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1579 --808 826 1528 -- HCM Lane V/C Ratio 0.001 --0.04 0.049 0.005 -- HCM Control Delay (s) 7.283 0 -9.6 9.6 7.368 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.004 --0.126 0.153 0.015 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 378 of 1257 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 16 3 20 40 8 5 27 11 8 23 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 116 96 27 100 92 35 28 0 0 41 0 0 HCM 2010 TWSC 2015 Total PM Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5.7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 17 3 22 43 9 5 29 12 9 25 3 Stage 1 44 44 -46 46 ------- Stage 2 72 52 -54 46 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 861 794 1048 881 798 1038 1585 --1568 -- Stage 1 970 858 -968 857 ------- Stage 2 938 852 -958 857 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 812 787 1048 858 791 1038 1585 --1568 -- Mov Capacity-2 Maneuver 812 787 -858 791 ------- Stage 1 967 853 -965 854 ------- Stage 2 880 849 -930 852 ------- Approach EB WB NB SB HCM Control Delay, s 9.5 9.7 0.8 1.7 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1585 --819 833 1568 -- HCM Lane V/C Ratio 0.003 --0.027 0.089 0.006 -- HCM Control Delay (s) 7.279 0 -9.5 9.7 7.309 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.082 0.291 0.017 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 379 of 1257 HCM 2010 TWSC 2015 Total Saturday Midday Peak Hour 3: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 21 1 6 7 6 5 34 8 3 15 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 23 1 7 8 7 5 37 9 3 16 2 Stage 1 24 24 -52 52 ------- Stage 2 59 57 -36 25 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 904 809 1062 897 813 1030 1599 --1562 -- Stage 1 994 875 -961 852 ------- Stage 2 953 847 -980 874 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 888 805 1062 873 809 1030 1599 --1562 -- Mov Capacity-2 Maneuver 888 805 -873 809 ------- Stage 1 991 873 -958 849 ------- Stage 2 936 844 -951 872 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 83 81 17 88 77 41 18 0 0 46 0 0 Approach EB WB NB SB HCM Control Delay, s 9.5 9.1 0.8 1.1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1599 --825 890 1562 -- HCM Lane V/C Ratio 0.003 --0.034 0.023 0.002 -- HCM Control Delay (s) 7.259 0 -9.5 9.1 7.31 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.106 0.071 0.006 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 380 of 1257 HCM 2010 TWSC 2035 Background Midday Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 20 5 10 20 5 5 30 30 5 25 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 22 5 11 22 5 5 33 33 5 27 5 Stage 1 41 41 -60 60 ------- Stage 2 73 76 -54 43 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 863 773 1044 863 787 1020 1579 --1537 -- Stage 1 974 861 -951 845 ------- Stage 2 937 832 -958 859 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 836 768 1044 836 782 1020 1579 --1537 -- Mov Capacity-2 Maneuver 836 768 -836 782 ------- Stage 1 971 858 -948 842 ------- Stage 2 905 830 -926 856 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 114 117 30 114 103 49 33 0 0 65 0 0 Approach EB WB NB SB HCM Control Delay, s 9.6 9.6 0.6 1.1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1579 --815 825 1537 -- HCM Lane V/C Ratio 0.003 --0.04 0.046 0.004 -- HCM Control Delay (s) 7.288 0 -9.6 9.6 7.351 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.125 0.145 0.011 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 381 of 1257 HCM 2010 TWSC 2035 Background PM Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 15 5 20 40 10 5 25 10 10 20 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 16 5 22 43 11 5 27 11 11 22 5 Stage 1 46 46 -43 43 ------- Stage 2 71 49 -57 49 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 859 795 1052 881 798 1041 1587 --1572 -- Stage 1 968 857 -971 859 ------- Stage 2 939 854 -955 854 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 808 787 1052 856 790 1041 1587 --1572 -- Mov Capacity-2 Maneuver 808 787 -856 790 ------- Stage 1 965 851 -968 856 ------- Stage 2 879 851 -925 848 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 117 95 24 100 92 33 27 0 0 38 0 0 Approach EB WB NB SB HCM Control Delay, s 9.5 9.7 0.9 2.1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1587 --833 837 1572 -- HCM Lane V/C Ratio 0.003 --0.033 0.091 0.007 -- HCM Control Delay (s) 7.276 0 -9.5 9.7 7.306 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.101 0.299 0.021 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 382 of 1257 HCM 2010 TWSC 2035 Background Saturday Midday Peak Hour 3: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 20 5 5 5 5 5 30 5 5 15 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 22 5 5 5 5 5 33 5 5 16 5 Stage 1 30 30 -46 46 ------- Stage 2 52 49 -43 33 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 905 811 1059 896 811 1038 1593 --1572 -- Stage 1 987 870 -968 857 ------- Stage 2 961 854 -971 868 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 892 806 1059 869 806 1038 1593 --1572 -- Mov Capacity-2 Maneuver 892 806 -869 806 ------- Stage 1 984 867 -965 854 ------- Stage 2 947 851 -939 865 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 82 79 19 89 79 35 22 0 0 38 0 0 Approach EB WB NB SB HCM Control Delay, s 9.4 9.1 0.9 1.5 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1593 --854 894 1572 -- HCM Lane V/C Ratio 0.003 --0.038 0.018 0.003 -- HCM Control Delay (s) 7.268 0 -9.4 9.1 7.298 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.119 0.056 0.01 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 383 of 1257 HCM 2010 TWSC 2035 Total Midday Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 20 5 10 20 5 5 35 30 5 25 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 22 5 11 22 5 5 38 33 5 27 5 Stage 1 41 41 -65 65 ------- Stage 2 79 82 -54 43 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 855 767 1044 857 782 1013 1579 --1529 -- Stage 1 974 861 -946 841 ------- Stage 2 930 827 -958 859 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 828 762 1044 830 777 1013 1579 --1529 -- Mov Capacity-2 Maneuver 828 762 -830 777 ------- Stage 1 971 858 -943 838 ------- Stage 2 898 825 -926 856 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 120 123 30 119 108 54 33 0 0 71 0 0 Approach EB WB NB SB HCM Control Delay, s 9.6 9.6 0.5 1.1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1579 --809 819 1529 -- HCM Lane V/C Ratio 0.003 --0.04 0.046 0.004 -- HCM Control Delay (s) 7.288 0 -9.6 9.6 7.363 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.126 0.146 0.011 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 384 of 1257 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 15 5 20 40 10 5 30 10 10 20 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 122 100 24 106 98 38 27 0 0 43 0 0 HCM 2010 TWSC 2035 Total PM Peak Hour 3: Acoma Street & Cornell Avenue 10/3/2013 Intersection Intersection Delay, s/veh 5.9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 16 5 22 43 11 5 33 11 11 22 5 Stage 1 46 46 -49 49 ------- Stage 2 76 54 -57 49 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 853 790 1052 873 792 1034 1587 --1566 -- Stage 1 968 857 -964 854 ------- Stage 2 933 850 -955 854 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 802 782 1052 848 784 1034 1587 --1566 -- Mov Capacity-2 Maneuver 802 782 -848 784 ------- Stage 1 965 851 -961 851 ------- Stage 2 873 847 -925 848 ------- Approach EB WB NB SB HCM Control Delay, s 9.5 9.8 0.8 2.1 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1587 --829 831 1566 -- HCM Lane V/C Ratio 0.003 --0.033 0.092 0.007 -- HCM Control Delay (s) 7.276 0 -9.5 9.8 7.315 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.102 0.301 0.021 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 385 of 1257 HCM 2010 TWSC 2035 Total Saturday Midday Peak Hour 3: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 20 5 5 5 5 5 35 5 5 15 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, # -0 --0 --0 --0 - Grade, % -0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 22 5 5 5 5 5 38 5 5 16 5 Stage 1 30 30 -52 52 ------- Stage 2 57 54 -43 33 ------- Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Capacity-1 Maneuver 899 806 1059 888 805 1030 1593 --1566 -- Stage 1 987 870 -961 852 ------- Stage 2 955 850 -971 868 ------- Time blocked-Platoon, % ---- Mov Capacity-1 Maneuver 886 801 1059 861 800 1030 1593 --1566 -- Mov Capacity-2 Maneuver 886 801 -861 800 ------- Stage 1 984 867 -958 849 ------- Stage 2 941 847 -939 865 ------- Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 87 84 19 95 85 41 22 0 0 43 0 0 Approach EB WB NB SB HCM Control Delay, s 9.4 9.1 0.8 1.5 HCM LOS A A Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1593 --849 887 1566 -- HCM Lane V/C Ratio 0.003 --0.038 0.018 0.003 -- HCM Control Delay (s) 7.268 0 -9.4 9.1 7.307 0 - HCM Lane LOS A A A A A A HCM 95th %tile Q(veh) 0.01 --0.12 0.056 0.01 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 386 of 1257 HCM 2010 TWSC 4: Broadway & Access 2015 Total Midday Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 49 0 841 977 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, % 0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 53 0 914 1062 37 Stage 1 1080 ----- Stage 2 457 ----- Follow-up Headway 3.52 3.32 2.22 --- Pot Capacity-1 Maneuver 107 480 631 --- Stage 1 287 ----- Stage 2 604 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 107 480 631 --- Mov Capacity-2 Maneuver 107 ----- Stage 1 287 ----- Stage 2 604 ----- Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1537 549 1099 0 -0 Approach EB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 631 -480 -- HCM Lane V/C Ratio --0.111 -- HCM Control Delay (s) 0 -13.4 -- HCM Lane LOS A B HCM 95th %tile Q(veh) 0 -0.372 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 387 of 1257 HCM 2010 TWSC 4: Broadway & Access 2015 Total PM Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 34 0 1040 1307 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, % 0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 37 0 1130 1421 28 Stage 1 1435 ----- Stage 2 565 ----- Follow-up Headway 3.52 3.32 2.22 --- Pot Capacity-1 Maneuver 52 368 463 --- Stage 1 186 ----- Stage 2 532 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 52 368 463 --- Mov Capacity-2 Maneuver 52 ----- Stage 1 186 ----- Stage 2 532 ----- Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2000 724 1449 0 -0 Approach EB NB SB HCM Control Delay, s 15.9 0 0 HCM LOS C Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 463 -368 -- HCM Lane V/C Ratio --0.1 -- HCM Control Delay (s) 0 -15.9 -- HCM Lane LOS A C HCM 95th %tile Q(veh) 0 -0.332 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 388 of 1257 HCM 2010 TWSC 4: Broadway & Access 2015 Total Saturday Midday Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 57 0 924 879 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, % 0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 62 0 1004 955 45 Stage 1 978 ----- Stage 2 502 ----- Follow-up Headway 3.52 3.32 2.22 --- Pot Capacity-1 Maneuver 116 516 688 --- Stage 1 325 ----- Stage 2 573 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 116 516 688 --- Mov Capacity-2 Maneuver 116 ----- Stage 1 325 ----- Stage 2 573 ----- Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1480 500 1000 0 -0 Approach EB NB SB HCM Control Delay, s 12.9 0 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 688 -516 -- HCM Lane V/C Ratio --0.12 -- HCM Control Delay (s) 0 -12.9 -- HCM Lane LOS A B HCM 95th %tile Q(veh) 0 -0.406 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 389 of 1257 HCM 2010 TWSC 4: Broadway & Access 2035 Total Midday Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 50 0 1025 1195 35 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, % 0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 54 0 1114 1299 38 Stage 1 1318 ----- Stage 2 557 ----- Follow-up Headway 3.52 3.32 2.22 --- Pot Capacity-1 Maneuver 63 401 512 --- Stage 1 214 ----- Stage 2 537 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 63 401 512 --- Mov Capacity-2 Maneuver 63 ----- Stage 1 214 ----- Stage 2 537 ----- Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1875 668 1337 0 -0 Approach EB NB SB HCM Control Delay, s 15.4 0 0 HCM LOS C Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 512 -401 -- HCM Lane V/C Ratio --0.136 -- HCM Control Delay (s) 0 -15.4 -- HCM Lane LOS A C HCM 95th %tile Q(veh) 0 -0.465 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 390 of 1257 HCM 2010 TWSC 4: Broadway & Access 2035 Total PM Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 35 0 1270 1595 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, % 0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 38 0 1380 1734 27 Stage 1 1747 ----- Stage 2 690 ----- Follow-up Headway 3.52 3.32 2.22 --- Pot Capacity-1 Maneuver 26 290 351 --- Stage 1 125 ----- Stage 2 459 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 26 290 351 --- Mov Capacity-2 Maneuver 26 ----- Stage 1 125 ----- Stage 2 459 ----- Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2437 880 1761 0 -0 Approach EB NB SB HCM Control Delay, s 19.3 0 0 HCM LOS C Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 351 -290 -- HCM Lane V/C Ratio --0.131 -- HCM Control Delay (s) 0 -19.3 -- HCM Lane LOS A C HCM 95th %tile Q(veh) 0 -0.447 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 391 of 1257 HCM 2010 TWSC 4: Broadway & Access 2035 Total Saturday Midday Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 0 55 0 1125 1075 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, # 0 --0 0 - Grade, % 0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 60 0 1223 1168 43 Stage 1 1190 ----- Stage 2 611 ----- Follow-up Headway 3.52 3.32 2.22 --- Pot Capacity-1 Maneuver 71 440 571 --- Stage 1 251 ----- Stage 2 504 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 71 440 571 --- Mov Capacity-2 Maneuver 71 ----- Stage 1 251 ----- Stage 2 504 ----- Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1801 606 1212 0 -0 Approach EB NB SB HCM Control Delay, s 14.5 0 0 HCM LOS B Minor Lane / Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 571 -440 -- HCM Lane V/C Ratio --0.136 -- HCM Control Delay (s) 0 -14.5 -- HCM Lane LOS A B HCM 95th %tile Q(veh) 0 -0.467 -- Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 392 of 1257 HCM 2010 TWSC 2015 Total Midday Peak Hour 5: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 71 5 58 92 3 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, # 0 -0 --0 Grade, % 0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 77 5 63 100 3 40 Stage 1 113 ----- Stage 2 47 ----- Follow-up Headway 3.518 3.318 --2.218 - Pot Capacity-1 Maneuver 831 940 --1416 - Stage 1 912 ----- Stage 2 975 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 829 940 --1416 - Mov Capacity-2 Maneuver 829 ----- Stage 1 912 ----- Stage 2 973 ----- Major/Minor Minor1 Major1 Major2 Conflicting Flow All 160 113 0 0 163 0 Approach WB NB SB HCM Control Delay, s 9.8 0 0.6 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) --835 1416 - HCM Lane V/C Ratio --0.099 0.002 - HCM Control Delay (s) --9.8 7.548 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) --0.328 0.007 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 393 of 1257 HCM 2010 TWSC 5: Acoma Street & Access 2015 Total PM Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 45 4 41 56 2 51 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, # 0 -0 --0 Grade, % 0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 4 45 61 2 55 Stage 1 75 ----- Stage 2 60 ----- Follow-up Headway 3.518 3.318 --2.218 - Pot Capacity-1 Maneuver 859 986 --1486 - Stage 1 948 ----- Stage 2 963 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 858 986 --1486 - Mov Capacity-2 Maneuver 858 ----- Stage 1 948 ----- Stage 2 962 ----- Major/Minor Minor1 Major1 Major2 Conflicting Flow All 135 75 0 0 105 0 Approach WB NB SB HCM Control Delay, s 9.4 0 0.3 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) --867 1486 - HCM Lane V/C Ratio --0.061 0.001 - HCM Control Delay (s) --9.4 7.426 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) --0.196 0.004 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 394 of 1257 HCM 2010 TWSC 2015 Total Saturday Midday Peak Hour 5: Acoma Street & Access 10/3/2013 Intersection Intersection Delay, s/veh 3.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 77 7 38 97 3 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, # 0 -0 --0 Grade, % 0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 84 8 41 105 3 33 Stage 1 94 ----- Stage 2 39 ----- Follow-up Headway 3.518 3.318 --2.218 - Pot Capacity-1 Maneuver 861 963 --1435 - Stage 1 930 ----- Stage 2 983 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 859 963 --1435 - Mov Capacity-2 Maneuver 859 ----- Stage 1 930 ----- Stage 2 981 ----- Major/Minor Minor1 Major1 Major2 Conflicting Flow All 133 94 0 0 147 0 Approach WB NB SB HCM Control Delay, s 9.6 0 0.7 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) --867 1435 - HCM Lane V/C Ratio --0.105 0.002 - HCM Control Delay (s) --9.6 7.514 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) --0.352 0.007 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 395 of 1257 HCM 2010 TWSC 2035 Total Midday Peak Hour 5: Acoma Street 10/3/2013 Intersection Intersection Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 70 5 60 90 5 35 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, # 0 -0 --0 Grade, % 0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 76 5 65 98 5 38 Stage 1 114 ----- Stage 2 49 ----- Follow-up Headway 3.518 3.318 --2.218 - Pot Capacity-1 Maneuver 828 939 --1416 - Stage 1 911 ----- Stage 2 973 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 825 939 --1416 - Mov Capacity-2 Maneuver 825 ----- Stage 1 911 ----- Stage 2 969 ----- Major/Minor Minor1 Major1 Major2 Conflicting Flow All 163 114 0 0 163 0 Approach WB NB SB HCM Control Delay, s 9.8 0 0.9 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) --832 1416 - HCM Lane V/C Ratio --0.098 0.004 - HCM Control Delay (s) --9.8 7.552 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) --0.325 0.012 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 396 of 1257 HCM 2010 TWSC 5: Acoma Street & Access 2035 Total PM Peak Hour 10/3/2013 Intersection Intersection Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 45 5 40 55 5 55 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, # 0 -0 --0 Grade, % 0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 5 43 60 5 60 Stage 1 73 ----- Stage 2 71 ----- Follow-up Headway 3.518 3.318 --2.218 - Pot Capacity-1 Maneuver 849 989 --1489 - Stage 1 950 ----- Stage 2 952 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 846 989 --1489 - Mov Capacity-2 Maneuver 846 ----- Stage 1 950 ----- Stage 2 949 ----- Major/Minor Minor1 Major1 Major2 Conflicting Flow All 144 73 0 0 103 0 Approach WB NB SB HCM Control Delay, s 9.5 0 0.6 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) --858 1489 - HCM Lane V/C Ratio --0.063 0.004 - HCM Control Delay (s) --9.5 7.427 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) --0.202 0.011 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 397 of 1257 HCM 2010 TWSC 2035 Total Saturday Midday Peak Hour 5: Acoma Street & Access 10/3/2013 Intersection Intersection Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 75 5 40 95 5 35 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, # 0 -0 --0 Grade, % 0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 82 5 43 103 5 38 Stage 1 95 ----- Stage 2 49 ----- Follow-up Headway 3.518 3.318 --2.218 - Pot Capacity-1 Maneuver 849 962 --1435 - Stage 1 929 ----- Stage 2 973 ----- Time blocked-Platoon, % --- Mov Capacity-1 Maneuver 846 962 --1435 - Mov Capacity-2 Maneuver 846 ----- Stage 1 929 ----- Stage 2 969 ----- Major/Minor Minor1 Major1 Major2 Conflicting Flow All 144 95 0 0 147 0 Approach WB NB SB HCM Control Delay, s 9.7 0 0.9 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) --852 1435 - HCM Lane V/C Ratio --0.102 0.004 - HCM Control Delay (s) --9.7 7.518 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) --0.34 0.011 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 398 of 1257 APPENDIX E Queuing Analysis Worksheets Kimley-Horn and Associates, Inc. 096203006/Chick-fil-A at Dartmouth and Broadway, Englewood, CO Page 399 of 1257 Queues 2015 Total Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 138 300 85 233 159 793 70 1045 v/c Ratio 0.56 0.78 0.40 0.68 0.53 0.42 0.18 0.59 Control Delay 36.3 50.5 30.8 46.4 15.2 15.7 9.4 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.3 50.5 30.8 46.4 15.2 15.7 9.4 19.4 Queue Length 50th (ft) 64 170 38 130 41 166 17 246 Queue Length 95th (ft) 113 #296 75 211 70 216 35 314 Internal Link Dist (ft) 275 240 250 125 Turn Bay Length (ft) 75 50 100 100 Base Capacity (vph) 245 393 216 389 305 1889 401 1774 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.76 0.39 0.60 0.52 0.42 0.17 0.59 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 400 of 1257 Queues 2015 Total PM Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 139 372 120 454 234 1022 62 1395 v/c Ratio 0.72 0.86 0.61 1.05 1.04 0.56 0.23 0.85 Control Delay 50.4 62.8 41.7 100.7 103.4 21.5 12.8 34.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.4 62.8 41.7 100.7 103.4 21.5 12.8 34.5 Queue Length 50th (ft) 77 270 65 ~382 ~144 282 19 487 Queue Length 95th (ft) #148 #440 112 #590 #310 348 38 592 Internal Link Dist (ft) 275 240 250 135 Turn Bay Length (ft) 75 50 100 100 Base Capacity (vph) 195 433 203 434 224 1825 279 1635 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.86 0.59 1.05 1.04 0.56 0.22 0.85 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 10/3/2013 Baseline Synchro 7 - Report %user_name% Page 1 Page 401 of 1257 Queues 2015 Total Saturday Midday Peak Hour 1: Broadway & Dartmouth Avenue 10/3/2013 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 203 278 110 246 170 816 50 967 v/c Ratio 0.77 0.69 0.42 0.69 0.56 0.44 0.13 0.58 Control Delay 45.5 40.4 26.7 42.7 18.2 15.5 9.7 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.5 40.4 26.7 42.7 18.2 15.5 9.7 19.4 Queue Length 50th (ft) 87 141 45 126 41 161 11 211 Queue Length 95th (ft) #161 220 80 198 #85 223 28 276 Internal Link Dist (ft) 275 240 250 135 Turn Bay Length (ft) 75 50 100 100 Base Capacity (vph) 263 435 262 432 301 1858 375 1655 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.64 0.42 0.57 0.56 0.44 0.13 0.58 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. 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Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c . Ph o n e : ( 3 0 3 ) 7 1 3 - 1 8 9 8 Li t t l e t o n , C o l o r a d o 8 0 1 2 2 30 0 E a s t M i n e r a l A v e . , S u i t e 1 Fa x : ( 3 0 3 ) 7 1 3 - 1 8 9 7 ww w . a z t e c c o n s u l t a n t s . c o m Az T e c Co n s u l t a n t s , i n c .      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RE: Chick-fil-A – Neighborhood Meeting 3085 South Broadway, Englewood, CO 80113 Our Job No. 22704 On July 24th, 2025 a neighborhood meeting was held at the Malley Recreation Center at 3380 S Lincoln St, Englewood, CO 80113 from 6:00pm to 6:30pm. The participants in the meeting are noted in the attached sign-in sheet. Below is a summary of the comments from the meeting. Summary: • General discussion about the project and the proposed site improvements. • Discussion about the removal of trees along S Broadway and pedestrian safety along S Broadway. Meeting participant had comments about the general City canopy and the removal of trees. • Discussion about the landscape plan and the addition of trees along W Dartmouth. City staff discussed the possibility of an additional tree at the northeast corner of the site along S Broadway. • Discussion about the relocated screen wall and additional landscaping along S Broadway to further buffer pedestrians. Meeting participant had comments about general pedestrian safety along S Broadway. • Further discussion about the site traffic circulation, restaurant operations, and the addition of canopies. • Discussion about the PUD amendment process and the history and purpose of the PUD designation for the site. Page 1 of 1 Page 415 of 1257 Chick-fil-A Neighborhood Meeting Englewood, CO Sign-In Sheet July 24, 2025 Phone Number Email AddressName 7zo-q10-ocr '1? Ii-nee. 'rci)&t..Q-{ eWClc>Jl C.(/ -R-0 V\ C\S-ho.. /\Jr(.££' "-, 1 ~, ',"t-] (\ 7_'7.. Z, ~((i7 n.-&">,{_ • -Q§i~ ----.1 VPI!~.t." I~ le. h-<J;.-J~, ;;;; TC\ I ' '-f!,f'"'dO K_ Bel-If -")~~ ·7/47~-& 3 57_ ~ -A o l_; , -(! c-/, \.-\.nll LA D P/A_ C.. , o ,d f 4--(((3 4C. d,a,11 ,·. ' A,A,,,,,r'./u,C ,,,(} .}__ .,,_, J~,,,a~,ldt ·,,r,..,,A/,li' /l ,/> ✓,.....✓.. _( .::b.J 'IL l , t/M/6 -, ,-, V </II -'--'"" Page 416 of 1257 ZON2024-005 3085 S Broadway –Chick-Fil-A PUD Amendment Presented By: Brook Bell, AICP City Council 1st Reading September 15, 2025 Pa g e 4 1 7 o f 1 2 5 7 Site Information •Project Address •3085 S Broadway •Project Size •Approximately 1.18 acres •Current Zoning •Chick-Fil-A Planned Unit Development (PUD) •Request •PUD amendment for construction of two canopies over the drive- through and additional paving along Broadway for a vehicle bypass lane. Pa g e 4 1 8 o f 1 2 5 7 Surrounding Land Uses 1 12 2 3 3 4 5 6 4 5 6 PUD MU-B-2R-2-B MU-R-3-B R-1-C Pa g e 4 1 9 o f 1 2 5 7 Site History •Structure along Broadway was previously Englewood Press building and later an Indoor Entertainment and Recreation use. Additionally, there were two single-family detached homes along Acoma. •A PUD was approved in 2013 for a restaurant with a drive-though. The alley was vacated to allow for better on-site circulation. 2006 2015 2025Pa g e 4 2 0 o f 1 2 5 7 Project History •Development Review Team Meeting •April 2, 2024 •Neighborhood Meeting(s) •September 6, 2024 •July 24, 2025 •PUD Submittal •December 19, 2024 •Planning and Zoning Commission Public Hearing •August 4, 2025 •City Council Public Hearing •September 2, 2025 Pa g e 4 2 1 o f 1 2 5 7 Project Overview •PUD Amendment details. •Construction of two canopies over the drive-through and additional paving along Broadway for a vehicle bypass lane. •Bypass lane is supplemented with one- and five-gallon plantings and upright Juniper evergreens planted 15 feet on center. •Trees removed from Broadway for bypass lane will be replaced on Dartmouth. Two additional trees added along Broadway. •Portion of the existing wall along Broadway will be removed and a new wall will be reconstructed further east, within the existing property boundaries. •Entrance to drive-through lane to be widened to accommodate two vehicles side by side. This will remove one parking space. •Parking lot circulation to be reconfigured to one-way. Pa g e 4 2 2 o f 1 2 5 7 Project Overview Adding overhead canopy Updating parking lot circulation Widening drive- through lane opening by removal of one parking space Adding overhead canopy Relocating screening wall Expanding drive though lane to two lanes Pa g e 4 2 3 o f 1 2 5 7 Project Overview Installing new landscaping Updating landscaping in relocated island Refreshing landscaping Adding three trees Adding new tree (per PZC condition) Adding new tree (per PZC condition) Pa g e 4 2 4 o f 1 2 5 7 •Englewood Municipal Code Section 16-2-5.C states that PUD plans shall be reviewed based on the criteria below 1.The plan provides benefits beyond just the property and are not strictly to facilitate a project. •The Englewood Chick-Fil-A restaurant has been operating successfully on this property since 2017. Its popularity with the Englewood community is evidenced by this request for a PUD amendment to allow for additional employees and customers. 2.The deviations from the standards result in development that equally or better meets the purposes, intent, and design objectives of the code. •The proposed amendment meets or exceeds the standards of development outlined in the original 2014 Planned Unit Development. The amendment will provide additional landscaping beyond what is currently on the site under the existing PUD 3.The flexibility proposed in the plan is based on one or more of the following additional criteria: Improved amenities for residents, business, or patrons, within the project or vicinity of the project. •This Chick-Fil-A restaurant serves surrounding businesses, residents, patrons, and provides employment opportunities for the community. It is a destination on Broadway within Englewood. PUD Review Criteria Pa g e 4 2 5 o f 1 2 5 7 The planning and zoning commission and community development department recommend council approval of the Chick-Fil-A Planned Unit Development (PUD) Amendment with the following conditions: Recommendation 1.Preserve or provide ADA compliant sidewalk along South Broadway. •The proposed project is not interfering with the current sidewalk configuration and the width of this current sidewalk has been verified as being ADA compliant. This condition can be removed, as it has been verified. 2.Protect view of mural in northern landscape strip. •Based on the City Council public hearing discussions, staff recommends a more objective condition. “No new plantings be added to the northern landscape strip that exceed two feet in height.” 3.Add two 2-1/2" caliper trees to the Landscape Plan. One each on the north and south sides of the proposed vehicle bypass lane. •The latest proposed PUD Landscape Plan has been revised to include the two additional trees; therefore, this condition can be removed, as it has been satisfied. Pa g e 4 2 6 o f 1 2 5 7 Questions? •Project Address •3085 S Broadway •Project Size •Approximately 1.18 acres •Current Zoning •Chick-Fil-A Planned Unit Development (PUD) •Request •PUD amendment for construction of two canopies over the drive- through and additional paving along Broadway for a vehicle bypass lane. Pa g e 4 2 7 o f 1 2 5 7 ZON2024-005 Planned Unit Development (PUD) Amendment September 2, 2025 Pa g e 4 2 8 o f 1 2 5 7 Background •2013/2014 – Chick-fil-A was approved in 2013 with the PUD being recorded in 2014. Restaurant w/ drive-through is a permitted use per the PUD. Pa g e 4 2 9 o f 1 2 5 7 Background •2016/2017 – Construction started in 2016 and was completed in 2017. 2017 2025 Pa g e 4 3 0 o f 1 2 5 7 Background •August 5, 2025 – The Planning and Zoning Commission voted to recommend approval with the following conditions: •Protect the view of the mural in the landscape strip on the north side of the site. •Preserve or provide ADA access along the sidewalk on Broadway •Incorporate the landscape recommendations by staff. Pa g e 4 3 1 o f 1 2 5 7 PUD Amendment •A PUD establishes specific zoning regulations and criteria for a particular site which is approved via an ordinance. •Planned Unit Developments provide flexibility in the development standards based on a detailed plan for a site or project. •City staff determined that the proposed site changes constitute a major amendment to the PUD plan. The major amendment process requires approval in the same manner as the original PUD plan. Pa g e 4 3 2 o f 1 2 5 7 Proposed site improvements Existing Proposed Pa g e 4 3 3 o f 1 2 5 7 Proposed site improvements Additional By-pass lane Decorative screen wall to match existing New OMD Canopy Adjusting flow of traffic to be one-way Widening drive-thru entrance New F2F canopy Pa g e 4 3 4 o f 1 2 5 7 Landscaping •Landscaping will be adjusted to accommodate the additional bypass lane. •Greater density of plantings proposed along S Broadway. •Trees relocated along W Dartmouth Ave. •As recommended by City staff and the Commission, two additional trees are proposed along Broadway. Pa g e 4 3 5 o f 1 2 5 7 Building Design Pa g e 4 3 6 o f 1 2 5 7 Building Design Pa g e 4 3 7 o f 1 2 5 7 Building Design Pa g e 4 3 8 o f 1 2 5 7 PUD Review Criteria •The plan provides benefits beyond just the property, and are not strictly to facilitate a project; •The deviations from the standards result in development that equally or better meets the purposes, intent, and design objectives of this Code; and •The flexibility proposed in the plan is based on one or more of the following additional criteria: •Improved multi-modal transportation, considering access to transit, bicycle systems, or walkable destinations. •Better environmental performance, considering energy use, water or air quality, and integration with natural systems. •Improved amenities for residents, businesses, or patrons, within the project or vicinity of the project. •More efficient use of infrastructure and lower burden on public facilities and services. •Better integration of all elements of development, including streetscapes, civic spaces, infrastructure, buildings, accessory site facilities - both internal to the project and with surrounding properties. Pa g e 4 3 9 o f 1 2 5 7 Site Improvement Benefits •Improve traffic flow through the site. •Utilize two-lanes to decrease wait times and reduce stacking. •Provide canopies for attendant safety and promote good customer service. Pa g e 4 4 0 o f 1 2 5 7 Thank you Pa g e 4 4 1 o f 1 2 5 7 Pa g e 4 4 2 o f 1 2 5 7 Pa g e 4 4 3 o f 1 2 5 7 Pa g e 4 4 4 o f 1 2 5 7 Pa g e 4 4 5 o f 1 2 5 7 Pa g e 4 4 6 o f 1 2 5 7 Pa g e 4 4 7 o f 1 2 5 7 Pa g e 4 4 8 o f 1 2 5 7