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Home My WebLink About1 - CUP18-27_1703 E 17TH STREET1-1 1-2 1-3 1-4 1-5 1-6 1-7 This page left blank intentionally. 1-8 EXHIBIT 1 1-9 This page left blank intentionally. 1-10 Resolution No. 2019-xx Page 1 of 8 LS 2.25.19 RESOLUTION NO. 2019-xx BE IT RESOLVED BY THE PLANNING COMMISSION OF THE CITY OF SANTA ANA AS FOLLOWS: Section 1. The Planning Commission of the City of Santa Ana hereby finds, determines and declares as follows: A. Leon Felus, representing Redondo Auto Spa (“Applicant”), is requesting approval of Conditional Use Permit No. 2018-27 to allow an automated car wash in the Arterial Commercial (C-5) zoning district at 1703 East Seventeenth Street. B. Santa Ana Municipal Code (“SAMC”) Section 41-424.5(g) requires approval of a conditional use permit for automated car wash facilities in the C-5 zoning district. C. Pursuant to SAMC Section 41-638, the Planning Commission is authorized to review and approve the conditional use permit for this project as set forth by the Santa Ana Municipal Code. D. On February 25, 2019, the Planning Commission held a duly noticed public hearing for Conditional Use Permit No. 2018-27. E. The Planning Commission of the City of Santa Ana has considered the information and determines that the following findings, which must be established in order to grant Conditional Use Permit No. 2018-27, for an automated car wash, have been established as required by SAMC Section 41-638: 1. That the proposed use will provide a service or facility which will contribute to the general well being of the neighborhood or community. The proposed automatic car wash facility will provide a service to the community. The proposed automatic car wash facility is a use that will support the adjacent commercial and residential uses in the area. This will thereby benefit the community by providing affordable and convenient carwash service with easy A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF SANTA ANA APPROVING CONDITIONAL USE PERMIT NO. 2018-27 AS CONDITIONED TO ALLOW AN AUTOMATED CAR WASH FOR THE PROPERTY LOCATED AT 1703 EAST SEVENTEENTH STREET 1-11 Resolution No. 2019-xx Page 2 of 8 access from a major arterial street. The automatic car wash service will provide a convenient option for car wash patrons. 2. That the proposed use will not, under the circumstances of the particular case, be detrimental to the health, safety, or general welfare of persons residing or working in the vicinity. The proposed automatic car wash facility will not be detrimental to persons residing or working in the vicinity because the carwash has been designed to minimize potential impacts to vehicles travelling on both Seventeenth and Mabury Streets. The internal stacking area adjacent to the streets contains 120 feet of stacking prior to entering the pay point. A minimum eight-foot high solid block wall along the north and east property lines will be constructed and the car wash tunnel will be lined with Pyrock sound absorbing, mold and mildew resistant material in the blower area to minimize any potential noise impacts created by the drying machine. Additionally, conditions of approval to restrict the hours of operation and outdoor speakers have been incorporated to mitigate potential adverse impacts from occurring on the premises. 3. That the proposed use will not adversely affect the present economic stability or future economic development of properties surrounding the area. The proposed use will not adversely affect the economic stability of the area, but will identify the site as viable location to operate a business. The lot size constrains its development opportunities and the relatively deteriorated nature of the property also constrains the marketability of the property. The construction of a high quality building in conjunction with the on and off-site improvements will enhance the economic viability of the area. Rocket Express Car Wash was originally established in the City of Redondo Beach in 2017 and was proven to be a viable and successful business. The proposed project will be its second location in the Southern California Region. The proposed car wash facility will provide an affordable and convenient car wash service to attract patrons to benefit the economic stability of the area. 4. That the proposed use will comply with the regulations and conditions specified in Chapter 41 for such use. 1-12 Resolution No. 2019-xx Page 3 of 8 The proposed project will be in compliance with all applicable regulations and provisions of Chapter 41 of the Santa Ana Municipal Code. Site improvements are proposed to bring the site into compliance with the zoning code. Landscaped setbacks and on-site landscaping will be provided according to the current standards. In addition, a new trash enclosure, accessible path of travel, and lighting will be provided to bring the site into compliance with code. Finally, new on-site improvements will be made to ensure the facility complies with local, regional and federal water quality standards. 5. That the proposed use will not adversely affect the General Plan of the city or any specific plan applicable to the area of the proposed use. The proposed Rocket Express car wash will support several goals and policies of the General Plan, including Land Use Element Goal 1, which promotes the balance of land uses to address basic community needs; Goal 2, which promotes land uses that enhance the economic viability of the City; and Goal 3, which supports uses that preserve and improve the character and integrity of neighborhoods. The project will promote a balance of land uses to address basic community needs and that enhance the economic viability of the City and will provide a use that will assist in diversifying the range of services available in the City. Land Use Element Policy 2.8 promotes the rehabilitation of commercial properties and encourages increased levels of capital investment. This project will promote the investment of a new commercial development and encourage increased levels of capital investment through the construction of a new car wash on this site. Further, Land Use Element Policy 5.5 encourages development which is compatible with and supportive of surrounding land uses. The proposed project will assist in providing a variety of car wash services to those working and visiting in the immediate area and will provide employment opportunities to residents that live in the surrounding community. Section 2. In accordance with the California Environmental Quality Act, the project is exempt from further review per Section 15303 of the Guidelines for the California Environmental Quality Act. The Class 3 exemption applies to the construction of new small facilities or structures, which in an urbanized area is defined as up to four buildings not exceeding 10,000 square feet in floor area, on sites zoned for such use, not involving the use of significant amounts of hazardous substances, where all 1-13 Resolution No. 2019-xx Page 4 of 8 necessary public services and facilities are available and the surrounding area is not environmentally sensitive. The proposed building contains 4,292 square feet within the Arterial Commercial (C-5) zoning district, which allows for service, retail and commercial uses. The proposed development is not anticipated to use significant amounts of hazardous substances. There are public services available through the City of Santa Ana and the Orange County Fire Authority and the surrounding area is not environmentally sensitive. As a result, Categorical Exemption, Environmental Review No. 2018-116 will be filed for this project. Section 3. The Applicant agrees to indemnify, hold harmless, and defend the City of Santa Ana, its officials, officers, agents, and employees, from any and all liability, claims, actions or proceedings that may be brought arising out of its approval of this project, and any approvals associated with the project, including, without limitation, any environmental review or approval, except to the extent caused by the sole negligence of the City of Santa Ana. Section 4. The Planning Commission of the City of Santa Ana after conducting the public hearing hereby approves Conditional Use Permit No. 2018-27, as conditioned in Exhibit A, attached hereto and incorporated herein for the project located at 1703 East Seventeenth Street. This decision is based upon the evidence submitted at the abovesaid hearing, which includes, but is not limited to: the Request for Planning Commission Action dated February 25, 2019, and exhibits attached thereto; and the public testimony, written and oral, all of which are incorporated herein by this reference. ADOPTED this 25th day of February, 2019. AYES: Commissioners: NOES: Commissioners: ABSENT: Commissioners: ABSTENTIONS: Commissioners: _______________________ Mark McLoughlin Chairperson 1-14 Resolution No. 2019-xx Page 5 of 8 APPROVED AS TO FORM: Sonia R. Carvalho, City Attorney By:________________________ Lisa Storck Assistant City Attorney CERTIFICATE OF ATTESTATION AND ORIGINALITY I, SARAH BERNAL, Recording Secretary, do hereby attest to and certify the attached Resolution No. 2019-xx to be the original resolution adopted by the Planning Commission of the City of Santa Ana on February 25, 2019. Date: ________________ ____________________________________ Recording Secretary City of Santa Ana 1-15 Resolution No. 2019-xx Page 6 of 8 EXHIBIT A Conditions of Approval for Conditional Use Permit No. 2018-27 and Variance No. 2018-13 Conditional Use Permit No. 2018-27 for an automated car wash facility is approved subject to compliance, to the reasonable satisfaction of the Planning Manager, with applicable sections of the Santa Ana Municipal Code, the California Administrative Code, the California Building Standards Code, and all other applicable regulations. In addition, they shall meet the following conditions of approval: The Applicant must comply with each and every condition listed below prior to exercising the rights conferred by this conditional use permit. The Applicant must remain in compliance with all conditions listed below throughout the life of the conditional use permit. Failure to comply with each and every condition may result in the revocation of the conditional use permit. 1. All proposed site improvements must conform to the Site Plan Review (DP No. 2018- 33) and the staff report exhibits. 2. Any amendment to this conditional use permit must be submitted to the Planning Division for review. At that time, staff will determine if administrative relief is available or the conditional use permit must be amended. 3. The installation and/or use of air/blower guns at the site is prohibited. 4. Hours of operation shall be from 8:00 a.m. to 9:00 p.m. 5. Roll-up doors shall be provided on both ends of the car wash tunnel and shall be lowered when the car wash is in operation to restrict noise and shall restrict access to the car wash tunnel during non-operating hours. 6. Vacuuming equipment shall not be available or functional during non-operating hours. 7. Onsite employees shall be responsible for the removal of all litter and trash from the site each day. 8. Inoperable or malfunctioning equipment shall be repaired or replaced in a timely manner. 9. There shall be no overnight parking of vehicles on site. 10. Customer restrooms shall be locked during all non-operating hours. 11. There shall be no outdoor speakers or any other sound amplifying devices installed on the site. 1-16 Resolution No. 2019-xx Page 7 of 8 12. Prior to Building Division plan check submittal, the Applicant shall submit a technical noise study prepared by a professional firm specializing in preparation of noise studies to the City for review by the Planning Division, Police Department, and Code Enforcement Division that demonstrates that the proposed design and equipment of the car wash will conform to City noise ordinances and will minimize noise impacts on adjacent properties. The Applicant shall submit an updated and revised noise study based on updated field measurements within one (1) month of commencement of operations, and again on the one-year anniversary of the commencement of operations, to ensure compliance with the City’s noise ordinances. 13. Prior to the issuance of a building permit, a full landscape and irrigation plan is to be submitted for review and approval. The landscape plan shall conform to the commercial landscape standards, Citywide Design Guidelines, and the City’s Water Efficient Landscape Ordinance, and shall feature a berm to assist with screening the vacuum areas from view. The plan shall be designed to preserve the existing mature trees on the property edges where possible. The landscape plan shall also include a solid, minimum eight-foot block wall on the north and east sides of the property, except where openings are required for egress purposes. Lights facing the alley shall be installed at regular intervals along the portion of the block wall across the northern property line to illuminate the alley. The lights shall be designed to illuminate the alley up to an eight-foot level and shall be designed to eliminate light intrusion into the neighboring residential land uses. 14. Prior to release of Certificate of Occupancy, a traffic signal shall be constructed by the Applicant at the intersection of Mabury and Seventeenth streets in full accordance with City of Santa Ana standards and the letter dated February 21, 2019, attached as Exhibit B to this Resolution. The traffic signal shall be installed without any cost to the City or reimbursement to the Applicant and is to be fully funded, including any and all required and related improvements, solely by the Applicant. 15. Prior to the issuance of a building permit, a Property Maintenance Agreement must be recorded against the property. The agreement will be subject to review and applicability by the Planning and Building Agency, the Community Development Agency, the Public Works Agency, and the City Attorney to ensure that the property and all improvements located thereupon are properly maintained, Developer (and the owner of the property upon which the authorized use and/or authorized improvements are located if different from the Applicant) shall execute a maintenance agreement with the City of Santa Ana which shall be recorded against the property and which shall be in a form reasonably satisfactory to the City Attorney. The maintenance agreement shall contain covenants, conditions and restrictions relating to the following: (a) Compliance with operational conditions applicable during any period(s) of construction or major repair (e.g., proper screening and securing of the construction site; implementation of proper erosion control, dust control and noise mitigation measure; adherence to approved project phasing etc.); 1-17 Resolution No. 2019-xx Page 8 of 8 (b) Compliance with ongoing operational conditions, requirements and restrictions, as applicable (including but not limited to hours of operation, security requirements, the proper storage and disposal of trash and debris, enforcement of the parking management plan, and/or restrictions on certain uses, (c) Ongoing compliance with approved design and construction parameters, signage parameters and restrictions as well as landscape designs, as applicable; (d) Ongoing maintenance, repair and upkeep of the property and all improvements located thereupon (including but not limited to controls on the proliferation of trash and debris about the property; the proper and timely removal of graffiti; the timely maintenance, repair and upkeep of damaged, vandalized and/or weathered buildings, structures and/or improvements; the timely maintenance, repair and upkeep of exterior paint, parking striping, lighting and irrigation fixtures, walls and fencing, publicly accessible bathrooms and bathroom fixtures, landscaping and related landscape improvements and the like, as applicable); (e) If Applicant and the owner of the property are different (e.g., if the Applicant is a tenant or licensee of the property or any portion thereof), both the Applicant and the owner of the property shall be signatories to the maintenance agreement and both shall be jointly and severally liable for compliance with its terms. (f) The maintenance agreement shall further provide that any party responsible for complying with its terms shall not assign its ownership interest in the property or any interest in any lease, sublease, license or sublicense, unless the prospective assignee agrees in writing to assume all of the duties, obligations and responsibilities set forth under the maintenance agreement. (g) The maintenance agreement shall contain provisions relating to the enforcement of its conditions by the City and shall also contain provisions authorizing the City to recover costs and expenses which the City may incur arising out of any enforcement and/or remediation efforts which the City may undertake in order to cure any deficiency in maintenance, repair or upkeep or to enforce any restrictions or conditions upon the use of the property. The maintenance agreement shall further provide that any unreimbursed costs and/or expenses incurred by the City to cure a deficiency in maintenance or to enforce use restrictions shall become a lien upon the property in an amount equivalent to the actual costs and/or expense incurred by the City. (h) The execution and recordation of the maintenance agreement shall be a condition precedent to the issuance of final approval for any construction permit related to this entitlement. 1-18 This page left blank intentionally. 1-20 EXHIBIT 2 1-21 This page left blank intentionally. 1-22 Resolution No. 2019-xx Page 1 of 7 RESOLUTION NO. 2019-xx LS 2.25.19 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF SANTA ANA APPROVING VARIANCE NO. 2018-13 AS CONDITIONED TO ALLOW CONSTRUCTION OF A NEW DRIVEWAY WITHIN 150 FEET OF AN INTERSECTION AT 1703 EAST SEVENTEENTH STREET BE IT RESOLVED BY THE PLANNING COMMISSION OF THE CITY OF SANTA ANA AS FOLLOWS: Section 1. The Planning Commission of the City of Santa Ana hereby finds, determines and declares as follows: A. Leon Felus, representing Redondo Auto Spa (“Applicant”), is requesting approval of Variance No. 2018-13 as conditioned, to allow for a reduction in required driveway distance within 150 feet of an intersection at 1703 East Seventeenth Street. B. Santa Ana Municipal Code (“SAMC”) Section 41-428 states no entry way or exit ways shall be located within one hundred fifty (150) feet of any street intersection corner radius. The Applicant is proposing to construct a new driveway approximately 142 feet from the street intersection corner radius. C. Pursuant to SAMC Section 41-638, the Planning Commission is authorized to review and approve the variance for this project as set forth by the Santa Ana Municipal Code. D. On February 25, 2019, the Planning Commission held a duly noticed public hearing for Variance No. 2018-13. E. The Planning Commission of the City of Santa Ana has considered the information and determines that the following findings, which must be established in order to grant Variance No. 2018-13 for vehicle access within 150 feet of an intersection as required by SAMC Section 41-638: 1. That because of special circumstances applicable to the subject property, including size, shape, topography, location or surroundings, the strict application of the zoning ordinance is found to deprive the subject property of privileges not otherwise at variance with the intent and purpose of the provisions of this Chapter. There are special circumstances applicable to the subject property. The subject site is located on the northeast corner of Seventeenth and Mabury Streets. The project site has a major public utility power pole located adjacent to the entryway on Seventeenth Street. There is no feasible option to relocate the major utility power pole with high voltage 1-23 Resolution No. 2019-xx Page 2 of 7 service lines and transformers. The variance will allow the Applicant the ability to use the property in a manner that is consistent with similar surrounding commercial uses. The Arterial Commercial (C5) zoning district was envisioned to create a strong and viable commercial district with systematic development and landscaping standards. 2. That the granting of a variance is necessary for the preservation and enjoyment of one (1) or more substantial property rights. The granting of the variance for entryway location will preserve the property owner’s ability to construct an automatic car wash that meets the current industry and development standards as well as the City’s and State’s Building and Fire codes. The granting of the variance will contribute the overall success of the Seventeenth Street Corridor as a major commercial corridor in the City as a whole. 3. That the granting of a variance will not be materially detrimental to the public welfare or injurious to surrounding property. The granting of the variance will not be materially detrimental to the public welfare or injurious to the surrounding property. The site will have safe and convenient access to accommodate patrons through the entry way on Seventeenth Street. The proposed entry way to the Rocket Express Car Wash is located within 142 feet of the intersection and 10 feet away from the major public utility power pole as it will not result in a negative impact to the adjacent commercial or residential neighborhoods. Conditions have been placed to ensure that the site will be in compliance with all other development standards applicable to the property. 4. That the granting of a variance will not adversely affect the General Plan of the city. The granting of the variance will not adversely affect the General Plan of the City as the proposed automatic car wash use is consistent with Goals 1 and 2 of the Land Use Element of the General Plan. These goals encourage uses such as car wash that promote a balance of land uses to address basic community needs and which enhance the City’s fiscal viability. In addition, the project is consistent with Policy 2.2 of the Land Use Element, which supports commercial uses that accommodate the City’s needs for goods and services. Furthermore, Policy 2.8 of the Land Use Element promotes the re-investment of commercial properties, and encourages increased levels of capital investment. Significant site improvements and the construction of a brand new automatic car wash will occur on the site that will enhance the overall 1-24 Resolution No. 2019-xx Page 3 of 7 appearance of the Seventeenth Street Corridor, thereby resulting in an increase in investment on the site and surrounding properties. Finally, Policy 5.5 of the Land Use Element encourages development that is compatible with and supporting of surrounding land uses. The proposed automatic car wash use will be located in a commercial area and their operations will be compatible with the surrounding commercial businesses. Section 2. In accordance with the California Environmental Quality Act, the project is exempt from further review per Section 15303 of the Guidelines for the California Environmental Quality Act. The Class 3 exemption applies to the construction of new small facilities or structures, which in an urbanized area is defined as up to four commercial buildings not exceeding 10,000 square feet in floor area, on sites zoned for such use, not involving the use of significant amounts of hazardous substances, where all necessary public services and facilities are available and the surrounding area is not environmentally sensitive. The proposed building contains 4,292 square feet within the Arterial Commercial (C-5) zoning district, which allows for service, retail and commercial uses. The proposed development is not anticipated to use significant amounts of hazardous substances. There are public services available through the City of Santa Ana and the Orange County Fire Authority and the surrounding area is not environmentally sensitive. As a result, Categorical Exemption, Environmental Review No. 2018-116 will be filed for this project. Section 3. The Applicant agrees to indemnify, hold harmless, and defend the City of Santa Ana, its officials, officers, agents, and employees, from any and all liability, claims, actions or proceedings that may be brought arising out of its approval of this project, and any approvals associated with the project, including without limitation, any environmental review or approval, except to the extent caused by the sole negligence of the City of Santa Ana. Section 4. The Planning Commission of the City of Santa Ana after conducting the public hearing hereby approves Variance No. 2018-13, as conditioned in Exhibit A, attached hereto and incorporated herein for the project located at 1703 East Seventeenth Street. This decision is based upon the evidence submitted at the abovesaid hearing, which includes, but is not limited to: the Request for Planning Commission Action dated February 25, 2019, and exhibits attached thereto; and the public testimony, written and oral, all of which are incorporated herein by this reference. 1-25 Resolution No. 2019-xx Page 4 of 7 ADOPTED this 25th day of February, 2019. AYES: Commissioners: NOES: Commissioners: ABSENT: Commissioners: ABSTENTIONS: Commissioners: _______________________ Mark McLoughlin Chairperson APPROVED AS TO FORM: Sonia R. Carvalho, City Attorney By:________________________ Lisa Storck Assistant City Attorney CERTIFICATE OF ATTESTATION AND ORIGINALITY I, SARAH BERNAL, Recording Secretary, do hereby attest to and certify the attached Resolution No. 2019-xx to be the original resolution adopted by the Planning Commission of the City of Santa Ana on February 25, 2019. Date: ________________ ____________________________________ Recording Secretary City of Santa Ana 1-26 Resolution No. 2019-xx Page 5 of 7 EXHIBIT A Conditions of Approval for Conditional Use Permit No. 2018-27 and Variance No. 2018-13 Variance No. 2018-13 to allow a reduction in driveway distance from an intersection is approved subject to compliance, to the reasonable satisfaction of the Planning Manager, with applicable sections of the Santa Ana Municipal Code, the California Administrative Code, the California Building Standards Code, and all other applicable regulations. In addition, they shall meet the following conditions of approval: The Applicant must comply with each and every condition listed below prior to exercising the rights conferred by this variance. The Applicant must remain in compliance with all conditions listed below throughout the life of the conditional use permit. Failure to comply with each and every condition may result in the revocation of the variance. 1. All proposed site improvements must conform to the Site Plan Review (DP No. 2018- 33) and the staff report exhibits. 2. Any amendment to this conditional use permit must be submitted to the Planning Division for review. At that time, staff will determine if administrative relief is available or the conditional use permit must be amended. 3. The installation and/or use of air/blower guns at the site is prohibited. 4. Hours of operation shall be from 8:00 a.m. to 9:00 p.m. 5. Roll-up doors shall be provided on both ends of the car wash tunnel and shall be lowered when the car wash is in operation to restrict noise and shall restrict access to the car wash tunnel during non-operating hours. 6. Vacuuming equipment shall not be available or functional during non-operating hours. 7. Onsite employees shall be responsible for the removal of all litter and trash from the site each day. 8. Inoperable or malfunctioning equipment shall be repaired or replaced in a timely manner. 9. There shall be no overnight parking of vehicles on site. 10. Customer restrooms shall be locked during all non-operating hours. 11. There shall be no outdoor speakers or any other sound amplifying devices installed on the site. 1-27 Resolution No. 2019-xx Page 6 of 7 12. Prior to Building Division plan check submittal, the Applicant shall submit a technical noise study prepared by a professional firm specializing in preparation of noise studies to the City for review by the Planning Division, Police Department, and Code Enforcement Division that demonstrates that the proposed design and equipment of the car wash will conform to City noise ordinances and will minimize noise impacts on adjacent properties. The Applicant shall submit an updated and revised noise study based on updated field measurements within one (1) month of commencement of operations, and again on the one-year anniversary of the commencement of operations, to ensure compliance with the City’s noise ordinances. 13. Prior to the issuance of a building permit, a full landscape and irrigation plan is to be submitted for review and approval. The landscape plan shall conform to the commercial landscape standards, Citywide Design Guidelines, and the City’s Water Efficient Landscape Ordinance, and shall feature a berm to assist with screening the vacuum areas from view. The plan shall be designed to preserve the existing mature trees on the property edges where possible. The landscape plan shall also include a solid, minimum eight-foot block wall on the north and east sides of the property, except where openings are required for egress purposes. Lights facing the alley shall be installed at regular intervals along the portion of the block wall across the northern property line to illuminate the alley. The lights shall be designed to illuminate the alley up to an eight-foot level and shall be designed to eliminate light intrusion into the neighboring residential land uses. 14. Prior to release of Certificate of Occupancy, a traffic signal shall be constructed by the Applicant at the intersection of Mabury and Seventeenth streets in full accordance with City of Santa Ana standards and the letter dated February 21, 2019, attached as Exhibit B to this Resolution. The traffic signal shall be installed without any cost to the City or reimbursement to the Applicant and is to be fully funded, including any and all required and related improvements, solely by the Applicant. 15. Prior to the issuance of a building permit, a Property Maintenance Agreement must be recorded against the property. The agreement will be subject to review and applicability by the Planning and Building Agency, the Community Development Agency, the Public Works Agency, and the City Attorney to ensure that the property and all improvements located thereupon are properly maintained, Developer (and the owner of the property upon which the authorized use and/or authorized improvements are located if different from the Applicant) shall execute a maintenance agreement with the City of Santa Ana which shall be recorded against the property and which shall be in a form reasonably satisfactory to the City Attorney. The maintenance agreement shall contain covenants, conditions and restrictions relating to the following: (a) Compliance with operational conditions applicable during any period(s) of construction or major repair (e.g., proper screening and securing of the construction site; implementation of proper erosion control, dust control and noise mitigation measure; adherence to approved project phasing etc.); 1-28 Resolution No. 2019-xx Page 7 of 7 (b) Compliance with ongoing operational conditions, requirements and restrictions, as applicable (including but not limited to hours of operation, security requirements, the proper storage and disposal of trash and debris, enforcement of the parking management plan, and/or restrictions on certain uses, (c) Ongoing compliance with approved design and construction parameters, signage parameters and restrictions as well as landscape designs, as applicable; (d) Ongoing maintenance, repair and upkeep of the property and all improvements located thereupon (including but not limited to controls on the proliferation of trash and debris about the property; the proper and timely removal of graffiti; the timely maintenance, repair and upkeep of damaged, vandalized and/or weathered buildings, structures and/or improvements; the timely maintenance, repair and upkeep of exterior paint, parking striping, lighting and irrigation fixtures, walls and fencing, publicly accessible bathrooms and bathroom fixtures, landscaping and related landscape improvements and the like, as applicable); (e) If Applicant and the owner of the property are different (e.g., if the Applicant is a tenant or licensee of the property or any portion thereof), both the Applicant and the owner of the property shall be signatories to the maintenance agreement and both shall be jointly and severally liable for compliance with its terms. (f) The maintenance agreement shall further provide that any party responsible for complying with its terms shall not assign its ownership interest in the property or any interest in any lease, sublease, license or sublicense, unless the prospective assignee agrees in writing to assume all of the duties, obligations and responsibilities set forth under the maintenance agreement. (g) The maintenance agreement shall contain provisions relating to the enforcement of its conditions by the City and shall also contain provisions authorizing the City to recover costs and expenses which the City may incur arising out of any enforcement and/or remediation efforts which the City may undertake in order to cure any deficiency in maintenance, repair or upkeep or to enforce any restrictions or conditions upon the use of the property. The maintenance agreement shall further provide that any unreimbursed costs and/or expenses incurred by the City to cure a deficiency in maintenance or to enforce use restrictions shall become a lien upon the property in an amount equivalent to the actual costs and/or expense incurred by the City. (h) The execution and recordation of the maintenance agreement shall be a condition precedent to the issuance of final approval for any construction permit related to this entitlement. 1-29 EXHIBIT 3 1-31 This page left blank intentionally. 1-32 1/23/2019 . http://apps.spatialstream.com/production/dashboard/8/9/0/CurrentBuild/html/Reporting.html 1/1 CUP 2018-27 & VA 2018-13, Rocket Express Car Wash1703 East Seventeenth Street Exhibit 3 - Vicinity Zoning and Aerial View © 2019 Digital Map Products. All rights reserved. Santa Ana Boundary Zoning 250 feet 1-33 This page left blank intentionally. 1-34 EXHIBIT 4 1-35 This page left blank intentionally. 1-36 CUP No. 2018-27 & VAR No. 2018-13 ROCKET EXPRESS CAR WASH 1703 EAST SEVENTEENTH STREET SITE PHOTO EXHIBIT 4 1/29/2019 1-37 This page left blank intentionally. 1-38 EXHIBIT 5 1-39 This page left blank intentionally. 1-40 Exhibit 5 – Site Plan 1-41 This page left blank intentionally. 1-42 EXHIBIT 6 1-43 This page left blank intentionally. 1-44 LEON E FELUS, ARCHITECT 4640 Admiraly Way, Suite 500 Marina del Rey, CA 90292 ROCKET EXPRESS CARWASH 1703 E. 17TH STREET SANTA ANA, CA 92705 NORTH ELEVATION SOUTH ELEVATION 1/8" = 1'-0"1/8" = 1'-0" WEST ELEVATION 1/8" = 1'-0" EAST ELEVATION 1/8" = 1'-0" TRESPA PANELSBAMBOO RAINSCREENMETAL ROOFING STUCCO METAL FASCIA CERAMIC TILE STUCCO TRANSLUCENT PANELS BAMBOO RAINSCREEN STUCCO STUCCO ROLL UP ALUMINUM DOOR METAL ROOFINGBAMBOO RAINSCREEN BAMBOO RAINSCREEN STUCCO METAL ROOFING STUCCO STUCCO CERAMIC TILE ROLL UP ALUMINUM DOOR HOLLOW METAL DOOR TRESPA PANELS BAMBOO RAINSCREEN HOLLOW METAL DOORS BAMBOO RAINSCREENMETAL ROOFING TRESPA PANELS BAMBOO RAINSCREEN STUCCO CERAMIC TILE ROLL UP STEEL DOOR HOLLOW METAL DOORS GREEN SCREEN TRELLIS METAL FASCIA METAL FASCIA STUCCOHOLLOW METAL WINDOW FRAME CERAMIC TILE 1-45 This page left blank intentionally. 1-46 EXHIBIT 7 1-47 This page left blank intentionally. 1-48 LEON E FELUS, ARCHITECT 4640 Admiraly Way, Suite 500 Marina del Rey, CA 90292 ROCKET EXPRESS CARWASH 1703 E. 17TH STREET SANTA ANA, CA 92705 VIEW FROM CORNER 1-49 LEON E FELUS, ARCHITECT 4640 Admiraly Way, Suite 500 Marina del Rey, CA 90292 ROCKET EXPRESS CARWASH 1703 E. 17TH STREET SANTA ANA, CA 92705 VIEW FROM ENTRY DRIVEWAY 1-50 EXHIBIT 8 1-51 This page left blank intentionally. 1-52 1-53 This page left blank intentionally. 1-54 EXHIBIT 9 1-55 This page left blank intentionally. 1-56 DRAFTTRAFFIC STUDYFOR THEROCKET EXPRESS CAR WASHSANTA ANA, CALIFORNIA ORIGINAL JUNE 2016 REVISED JULY 2018 PREPARED FOR REDONDO AUTO SPA, LLC PREPARED BY 1-57 DRAFT MEMORANDUM TO: Zdenek Kekula, P.E. City of Santa Ana FROM: Patrick A. Gibson, P.E., T.E., PTOE, and Casey Le, EIT DATE: June 26, 2018 RE: Traffic Study for the Rocket Express Car Wash Santa Ana, California Ref: J1461 The approved Traffic Study for the Rocket Express Car Wash, Santa Ana, California (Gibson Transportation Consulting, Inc., June 2016) (Approved Traffic Study) has been revised to analyze an updated site access and circulation scheme for the Car Wash (Project). The updated site plan proposes one full-access driveway along 17th Street, located along the southern boundary of the Project site. No driveway is proposed along Mabury Street, along the western boundary of the Project site, and, thus, the Project would eliminate any traffic queue-related issues along Mabury Street. It should be noted that the revisions do not result in changes to the analyses assumptions, methodologies, and conclusions presented in the Approved Traffic Study. The conclusions presented in Approved Traffic Study are the same and remain valid. 1-58 DRAFT TRAFFIC STUDY FOR THE ROCKET EXPRESS CAR WASH SANTA ANA, CALIFORNIA Original June 2016 Revised July 2018 Prepared for: REDONDO AUTO SPA, LLC Prepared by: GIBSON TRANSPORTATION CONSULTING, INC. 555 W. 5th Street, Suite 3375 Los Angeles, California 90013 (213) 683-0088 Ref: J1461 1-59 Table of Contents 1. Introduction ....................................................................................................................... 1 Project Description ............................................................................................... 1 2. Existing Conditions ........................................................................................................... 5 Project Location ................................................................................................... 5 Existing Traffic Volumes ...................................................................................... 6 Existing Traffic Capacity Conditions .................................................................... 6 3. Future without Project Conditions .................................................................................... 11 Ambient Growth ................................................................................................... 11 Related Projects ................................................................................................... 11 Future Infrastructure Improvements .................................................................... 13 Future without Project Traffic Capacity Conditions ............................................. 14 4. Existing and Future Conditions with Project .................................................................... 20 Project Trip Generation ........................................................................................ 20 Project Trip Distribution........................................................................................ 21 Project Traffic Assignment ................................................................................... 21 Existing with Project Traffic Volumes .................................................................. 21 Future with Project Traffic Volumes .................................................................... 22 City of Santa Ana Impact Criteria ........................................................................ 22 Intersection Impacts ............................................................................................. 23 Long-Range Future Conditions Analysis ............................................................. 23 Proportionate Share ............................................................................................. 24 5. Site Access and Circulation ............................................................................................. 33 Vehicular Access ................................................................................................. 33 Neighborhood Intrusion Impacts .......................................................................... 34 6. Summary .......................................................................................................................... 35 References Appendix A: Intersection Lane Configurations Appendix B: Traffic Counts Appendix C: Capacity Calculation Worksheets Appendix D: Queue Analysis Appendix E: 17th Street & Mabury Street Proposed Striping 1-60 List of Figures NO. 1 Study Area .................................................................................................................. 3 2 Site Plan ...................................................................................................................... 4 3 Existing Conditions (Year 2016) Intersection Peak Hour Traffic Volumes .................. 7 4 Locations of Related Projects ..................................................................................... 15 5 Related Project-Only Intersection Peak Hour Traffic Volumes.................................... 16 6 Future without Project Conditions (Year 2017) Intersection Peak Hour Traffic Volumes .......................................................... 17 7 Trip Distribution ........................................................................................................... 25 8 Project-Only Intersection Peak Hour Traffic Volumes ................................................. 26 9 Existing with Project Conditions (Year 2016) Intersection Peak Hour Traffic Volumes .......................................................... 27 10 Future with Project Conditions (Year 2017) Intersection Peak Hour Traffic Volumes .......................................................... 28 List of Tables NO. 1 Level of Service Definitions for Signalized Intersections ............................................. 8 2 Level of Service Definitions for Stop-Controlled Intersections .................................... 9 3 Intersection Level of Service – Existing Conditions (Year 2016)................................. 10 4 Related Projects .......................................................................................................... 18 5 Intersection Level of Service – Future without Project Conditions (Year 2017) .......... 19 6 Project Trip Generation Estimates .............................................................................. 29 7 Intersection Level of Service – Existing with Project Conditions (Year 2016) ............ 30 8 Intersection Level of Service – Future with Project Conditions (Year 2017) .............. 31 9 Intersection Level of Service – Future with Project Conditions (Year 2017) Long Range Conditions .................................................................................. 32 1-61 Chapter 1 Introduction Gibson Transportation Consulting, Inc. was asked to evaluate the potential traffic impact of the proposed Rocket Express Car Wash (Project) on the nearby intersections along Mabury Street and 17th Street in the City of Santa Ana, California (City). PROJECT DESCRIPTION The Project is located at 1703 E. 17th Street (Project Site), on the northeast corner of Mabury Street & 17th Street. Figure 1 shows the location of the site in relation to the roadway network. The Project would replace an existing vacant 20,143 sf furniture store with a full-service car wash facility that includes 4,995 square feet (sf) of express automated car wash tunnel. The Project proposes to provide one full-access driveway along 17th Street, which would accommodate both right- and left-turn ingress and egress movements. No driveway is proposed along Mabury Street. The internal circulation within the car wash would provide a queuing area for approximately 12 vehicles behind the pay stations and a five-vehicle queue between the pay station and the entrance to the car wash tunnel. Upon leaving the tunnel, the site provides 22 self-service vacuum stations bisected by the exit aisle to Mabury Street. Three vehicular parking spaces and at least four bicycle spaces will be provided. An escape lane is also proposed as an outbound-only driveway onto the alleyway, adjacent to the northern boundary of the Project Site. The Project is anticipated to be fully operational by Year 2019. Figure 2 shows a site plan of the proposed Project. The developer of the facility has stated that the car wash could process up to 500 vehicles per day. This represents the maximum capacity of the facility, and to be conservative in terms of 11-62 potential traffic impacts, this report analyzed the Project impacts as if the car wash will operate at full capacity during both the morning and afternoon peak commute hours. 21-63 31-64 41-65 Chapter 2 Existing Conditions This chapter describes the existing traffic conditions in the vicinity of the Project, including the current traffic levels on the streets adjacent to the site. PROJECT LOCATION As shown in Figure 1, the Project Site is bound by an alleyway on the north, a restaurant use on the east, 17th Street on the south and Mabury Street on the west. The three study intersections analyzed in this report include: 1. Mabury Street & 18th Street/Alley 2. Mabury Street & 17th Street 3. Sherry Lane/Cabrillo Park Drive & 17th Street The intersection of Mabury Street & 18th Street/Alley is controlled by a four-way stop sign, the intersection of Mabury Street & 17th Street is controlled by a two-way stop sign and Sherry Lane/Cabrillo Park Drive & 17th Street is controlled by a multi-phase traffic signal. 17th Street is a designated major arterial and provides six travel lanes, three in each direction. It is a divided roadway with a center median that provides a two-way left-turn lane. Mabury Street is a designated local street and provides two travel lanes, one lane in each direction. Sherry Lane north of 17th Street is a designated local street and provides two travel lanes, one lane in each direction. South of 17th Street, Sherry Lane becomes Cabrillo Park Drive and provides four travel lanes, two lanes in each direction. The existing lane configurations are provided in Appendix A. 51-66 EXISTING TRAFFIC VOLUMES Peak hour turning movement counts were conducted on Tuesday, April 12, 2016 at the three study intersections. The counts were conducted from 7:00-9:30 AM and from 2:00-6:00 PM in order to include the peak commute hours of the day and nearby school traffic. Counts were grown by 1% per year to reflect Existing Year 2018 Conditions. Figure 3 shows the results of morning and afternoon peak hour turning movement counts conducted at the three intersections. The numbers shown in Figure 3 represent the highest one- hour time period within the morning and afternoon counts. The detailed traffic count sheets are provided in Appendix B. EXISTING TRAFFIC CAPACITY CONDITIONS Each study intersection is measured in terms of its level of service (LOS), which reflects the overall performance of an intersection. Tables 1 and 2 describe the service levels for signalized and unsignalized intersections, respectively. The performance of signalized intersections is measured by comparing the volume of vehicle traffic through an intersection to the capacity of that intersection. The performance of unsignalized intersections is measured in terms of the average delay faced by vehicles using the intersection. Table 3 shows the performance of the three intersections under Existing Conditions during the morning and afternoon time periods. As shown in Table 3, two of the three study intersections currently operate at LOS B or better during both the morning and afternoon peak hours. The intersection of Mabury Street & 17th Street currently operates at LOS A during the morning peak hour and LOS F during the afternoon peak hour, primarily because of the delays experienced by Mabury Street traffic attempting to enter 17th Street. Appendix C contains the detailed capacity calculation worksheets. 61-67 71-68 TABLE 1 LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS Volume/Capacity Level of Service Ratio Definition A 0.000 - 0.600 EXCELLENT. No vehicle waits longer than one red light and no approach phase is fully used. B >0.600 - 0.700 VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat what restricted within groups of vehicles. C >0.700 - 0.800 GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. D >0.800 - 0.900 FAIR. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of developing lines, preventing excessive backups. E >0.900 - 1.000 POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles. F > 1.000 FAILURE. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with continuously increasing queue lengths. Source: Transportation Research Circular No. 212, Interim Materials on Highway Capacity, Transportation Research Board, 1980. 81-69 TABLE 2 Average Total Delay Level of Service (seconds/vehicle) A <10.0 B > 10.0 and <15.0 C > 15.0 and <25.0 D > 25.0 and <35.0 E > 35.0 and <50.0 F > 50.0 Source: Highway Capacity Manual, Special Report 209, Transportation Research Board, 2000. LEVEL OF SERVICE DEFINITIONS FOR STOP-CONTROLLED INTERSECTIONS 91-70 V/C LOS DelayLOS1. Mabury Street & AM -- -- 8.89 A18th Street/Alley PM -- -- 8.04 A2. Mabury Street & AM -- -- 4.41 A[a] 17th Street PM -- -- 122.06 F3. Sherry Lane/Cabrillo Park Dr & AM 0.571 A -- --17th StreetPM 0.661 B -- --NoteV/C = Volume to Capacity ratioLOS = Level of ServiceReported delay is the intersection delay, measured in seconds per vehicle.[a] The existing two-way stopped control intersection is proposed to operate as a signalized intersection bythe Project buildout year.EXISTINGTABLE 3INTERSECTION LEVEL OF SERVICEIntersectionNoEXISTING CONDITIONS (YEAR 2018)Time Period101-71 Chapter 3 Future without Project Conditions This chapter describes the existing traffic conditions in the vicinity of the proposed Project, including the current traffic levels on the streets adjacent to the site. AMBIENT GROWTH The future traffic conditions (Year 2019), which corresponds to the anticipated Project buildout year, were developed by increasing the existing traffic volumes by 1% to reflect the effects of the regional growth and development. This ambient growth adjustment accounts for increases in traffic due to potential projects not yet proposed or projects outside the Study Area. RELATED PROJECTS In addition, this study also considers growth in traffic due to other projects proposed, approved, or under construction in and around the Study Area, known as the Related Projects. The list of Related Projects is based on information provided by the City Planning and Building Agency, as well as recent studies of projects in the area. The 36 Related Projects are detailed in Table 4 and shown in Figure 4. The development of estimated traffic volumes added to the Study Area as a result of Related Projects involves the use of a three-step process: trip generation, trip distribution and trip assignment. 111-72 Trip Generation Trip generation estimates for the Related Projects were calculated using a combination of previous study findings and the trip generation rates contained in Trip Generation, 9th Edition (Institute of Transportation Engineers [ITE], 2012). Table 4 summarizes the Related Projects trip generation for typical weekdays, including daily trips, morning peak hour trips, and afternoon peak hour trips. These projections are very conservative in that they do not in every case account for either the trips generated by the existing uses to be removed or the likely use of other travel modes (transit, bicycle, walk, etc.) Further, they do not fully account for the internal capture trips within a multi-use development, nor the interaction of trips between multiple Related Projects within the City, in which one Related Project serves as the origin for a trip destined for another Related Project. Trip Distribution The geographic distribution of the traffic generated by the Related Projects is dependent on several factors. These include the type and density of the proposed land uses, the geographic distribution of the population from which the employees, residents and potential patrons of the proposed developments are drawn, and the location of these projects in relation to the surrounding street system. These factors are considered along with logical travel routes through the street system to develop a reasonable pattern of trip distribution. Trip Assignment The trip generation estimates for the Related Projects were assigned to the local street system using the trip distribution pattern described above. Figure 5 shows the peak hour traffic volumes associated with these Related Projects at the study intersections. These volumes were then added to the existing traffic volumes after adjustment for ambient growth through the projected buildout year of 2019. As discussed above, this is a conservative approach as many of the Related Projects may be reflected in the ambient growth rate. These volumes represent the Future without Project Conditions (i.e., existing traffic volumes added to ambient traffic growth and Related Projects traffic growth) and are shown in Figure 6 for the three study intersections. 121-73 FUTURE INFRASTRUCTURE IMPROVEMENTS The roadway network for the Future without Project Conditions within the Study Area could also be affected by regional improvement plans, local specific plans, and programmed improvements. These changes were accounted for as described below: Intersection 2: Mabury Street & 17th Street The two-way stop controlled intersection of Mabury Street & 17th Street currently provides one shared left-turn/through/right-turn lane on the northbound and southbound approaches and two through lanes and one shared through/right-turn lane on the eastbound and westbound approaches. 17th Street currently provides a painted center median to permit left turns. The future improvement at this intersection includes signalization as well as modification to the eastbound and westbound approaches. The signal was tested with a protected left-turn phasing in the eastbound and westbound directions and a single phase in the northbound and southbound directions to accommodate left-turn/through/right-turn movements. The final phasing of the intersection traffic signal will be determined by the City. The modification of the eastbound and westbound approaches includes exclusive left-turn lanes at the intersection. With the improvement, the eastbound and westbound approaches would provide one left-turn lane, two through lanes, and one shared through/right-turn lane. The future lane configuration improvement at Mabury Street & 17th Street is shown in Appendix B. The City has determined that a signal may not be in place when the Project opens in 2019. The Project will contribute its fair-share of the cost of signalization and this contribution is discussed later in Chapter 4. The proposed exclusive left-turn lanes on the eastbound and westbound approaches are discussed further in Chapter 5. City General Plan Santa Ana Circulation Element Update (City of Santa Ana, 2012) includes the City’s vision for a more integrated bicycle network throughout the City, including within the Study Area. It has adopted new bicycle lanes on 17th Street within the Study Area. Upon consultation with the City, 131-74 no changes to vehicular lane configurations as a result of potential new bicycle lanes were assumed in this analysis. Per Santa Ana Circulation Element Update, the City’s long-range plan proposes a landscape median along 17th Street within the Study Area. This would prohibit any left-turns into the Project Site in the long-range future conditions. This landscape median improvement project is currently not funded or scheduled. Analysis for this long-range configuration is discussed in Chapter 4 and detailed capacity calculation worksheets are provided in Appendix C. FUTURE WITHOUT PROJECT TRAFFIC CAPACITY CONDITIONS Table 5 summarizes the weekday morning and afternoon peak hour LOS results for each of the signalized study intersections under Future without Project Conditions. Table 5 indicates that all three study intersections are projected to operate at LOS C or better during both the weekday morning and afternoon peak hours. Appendix C of this report contains the detailed capacity calculation worksheets. 141-75 151-76 161-77 171-78 RELATED PROJECTSTrip Generation [b]Morning Peak Hour Afternoon Peak HourIn OutTotal In OutTotal1 Alliance Churce of Orange 2130 N Grand Avenue Church 21,000 sf 191 7 5 12 6 6 122 Artist Gateway 117 S Sycamore Street Apartments 14 du 931676393 Bat Nha Buddhist Meditation Center 803 S Sullivan Street Sanctuary 27,428 sf 250 9 6 15 7 8 154 Boys & Girls Club 950 W Highland Avenue Community Center 2,700 sf 914263475 Bristol-Memory Commercial Building 2702 N Bristol Street Retail 6,900 sf 295 4 3 7 12 14 266 Catalina Retail Building 2102 N Tustin Avenue Retail 5,580 sf 238 3 2 5 10 11 217 Christ Our Savior Cathedral 2001 W MacArthur Boulevard Church 2,650 seats 1,617000000Retail 9,450 sfSingle Family Housing 95 duApartments 15 du9 C & C Mixed Use Development 815 N Harbor Boulevard Apartments 70 du 466 7 29 36 28 15 4310 C & C Development 520 S Harbor Boulevard Single Family Housing 35 du 333 7 19 26 22 13 3511 City Venture: Magnolia Lane 4226 W Fifth Street Single Family Housing 28 du 267 5 16 21 18 10 2812 City Venture 606-620 E Fifth Street Condominiums 8 du 4613431413 City Venture 1030 S Euclid Avenue Single Family Housing 17 du 162 3 10 13 11 6 1714 City Ventures 1010 S Harbor Boulevard Townhouse 81 du 471 6 30 36 28 14 42Apartments 70 duRetail 4,500 sfOffice 4,500 sfRetail 53,868 sfMuseum 48,428 sf17 Legado at the Met 200 E First American Way Condominiums 284 du 1,650 21 104 125 99 49 14818 Lotus Townhomes 627 E Washington Avenue Townhouse 8 du 46134314Apartments 250 duTownhouse 14 du20 Lyon Commercial 1907 E First Street Retail 2,424 sf 104112459Gymnasium (Demo) -21,320 sfPerforming Arts Center 36,000 sf22 Metro Town Square Expansion 3719 S Plaza Drive Retail/Restaurant 6,000 sf 256 4 2 6 11 11 22Office 518,000 sfRestaurant 16,000 sfApartments 149 duRetail 4,400 sf25 Sexlinger Homes and Orchard 1584 E Santa Clara Avenue Single Family Housing 24 du 228 5 13 18 15 9 2426 Skyline Phase II 10 E Hutton Centre Condominiums 150 du 872 11 55 66 52 26 7827 South Coast Speedwash 2402 S Bristol Street Retail 118,048 sf 5,041 70 43 113 210 228 43828 The Roost 601 E Santa Ana Boulevard Apartments 1 du701110129 The 301 301 E Jeanette Lane Apartments 182 du 1,210 19 74 93 73 40 113Apartments 8 duHigh School 110,500 sfRetail 4,000 sfApartments 228 du32 Magnolia Pacific Technology Charter School 2840 W First Street High School 52,417 sf 676 114 46 160 28 23 5133 Town and Country Independent Living 555 E Memory Lane Condominiums 174 du 1,011 13 64 77 60 30 90Apartments 219 duApartments 4 duRetail 10,121 sfHigh School 60,697 sfOffice (Demo) -8,470 sfApartments 99 duRetail 10,700 sfNotessf = square feetdu = dwelling unit[a] Related projects information provided by City of Santa Ana, April 2016.[b] Source: Trip Generation, 9th Edition, Institute of Transportation Engineers, 2012.35 OCSA906 N Main Street689 121 52 17334 The Madison Mixed-Use Commercial200 N Cabrillo Park Drive1,915 28 96 12468 40 10830 The Academy Charter High School1901 N Fairview Street1,477 241 10124 Santa Ana Lofts1200 N Main Street1,179 17 63342 61 51 11299 57 15631 The Line3630 Westminster Avenue44 60 59 42 10136 5th and Harbor Apartments421 N Harbor Boulevard1,115 161,68730 162546107 69 176Lyon Communities1901 E First Street1,7440Mater Dei Performing Arts Building1202 W Edinger Avenue95 120800027 107 13420916 Discovery Science Center Expansion2500 N Main Street2,300 4456806 175 981 226 704 93023 One Broadway Plaza1109 N Broadway7,7480000211621910615 32 47 3722 66 97301126715 Depot at Santiago923 N Santiago708TABLE 4No Project [a]AddressDescriptionSizeDaily26 62 88 83 56 1398 C & C Development North1206 N Harbor Boulevard1,408181-79 V/C LOS DelayLOS1. Mabury Street & AM -- -- 8.92 A18th Street/Alley PM -- -- 8.06 A2. Mabury Street & AM 0.458 A -- --[a] 17th Street PM 0.541 A -- --3. Sherry Lane/Cabrillo Park Dr & AM 0.629 B -- --17th StreetPM 0.734 C----NoteV/C = Volume to Capacity ratioLOS = Level of ServiceReported delay is the intersection delay, measured in seconds per vehicle.[a] The existing two-way stopped control intersection is proposed to operate as a signalized intersection by the Projectbuildout year.TABLE 5INTERSECTION LEVEL OF SERVICENo IntersectionFUTURE WITHOUT PROJECTFUTURE WITHOUT PROJECT CONDITIONS (YEAR 2019)Time Period191-80 Chapter 4 Existing and Future Conditions with Project This chapter details the likely trip generation of the Project and assigns those trips to the street system to measure the potential impacts of the Project on the existing streets. PROJECT TRIP GENERATION Table 6 shows the potential trip generation estimates for the proposed car wash, which were analyzed using Trip Generation, 9th Edition methodology, the primary source of trip generation information used by traffic engineers in Southern California. The daily and morning peak hour rate was not available for the automated car wash and, therefore, empirical rates were used for the daily and morning peak hour based upon discussion with the Project developer. As stated in Chapter 1, the Project developer estimates that the automated car wash could process up to 500 vehicles per day, which would result in 500 daily inbound and 500 outbound trips1. Using the ratio of daily to morning peak hour of generator rate of a self-service car wash (ITE Land Use Code 947), the Project would result in 74 morning peak hour trips per hour (37 vehicles per hour into the site and 37 vehicles per hour leaving the site). Based on the Trip Generation, 9th Edition estimate, the 4,995 sf of automated car wash is anticipated to generate 71 trips in the afternoon peak hour (36 vehicles per hour into the site and 35 vehicles per hour leaving the site). It should be noted that the Trip Generation, 9th Edition estimate for car washes is based on a limited sample size (one site) and ITE warns that caution should be used when applying this trip generation rate based on such a small sample size. It is unlikely that the car wash would operate at its maximum capacity during the morning peak hour because most commuters do not stop for a car wash on their way to work. However, the 1 The Project estimated daily trips are higher than the observed 307 daily inbound/outbound trips at Bristol Speedwash in Santa Ana. 201-81 trip generation estimate used in this analysis conservatively assumes the car wash will operate at maximum capacity. PROJECT TRIP DISTRIBUTION Given the geographic distribution of residential and employment land uses in the vicinity of the site and the roadway system serving the site, 17th Street would be the primary route serving the site, carrying approximately 85% of the approaching traffic. Mabury Street would carry 5% of the Project traffic to the site, while the remaining 10% of Project traffic would use Sherry Lane/Cabrillo Park Drive. PROJECT TRAFFIC ASSIGNMENT Figure 7 depicts the Projects trip distribution percentages through the study intersections adjacent to the site and into and out of the Project driveways, while Figure 8 shows the assignment of Project trips through these same facilities. The residential portions of Mabury Street would experience one vehicle per hour in the morning peak hour and two vehicles per hour in the afternoon peak hour. Likewise, the residential portions of Sherry Lane/Cabrillo Park Drive would carry two project-related vehicles per hour in the morning peak hour and three project-related vehicles per hour in the afternoon peak hour. Since the trip generation measured for the project assumes full capacity utilization of the car wash, these volumes represent the highest potential traffic flow on the streets. EXISTING WITH PROJECT TRAFFIC VOLUMES The California Environmental Quality Act (CEQA) requires that projects investigate the “Existing with Project” condition (known as the Sunnyvale Analysis). Figure 9 shows the results of adding the Project traffic to existing traffic levels on the street today. The volumes shown in Figure 9 do not include any background traffic growth or related Project traffic. 211-82 FUTURE WITH PROJECT TRAFFIC VOLUMES Figure 10 shows the results of adding the Project traffic shown in Figure 8 to the Future without Project traffic levels shown in Figure 6. These volumes represent Future with Project Conditions and include existing traffic, ambient traffic growth to Year 2019, and Project traffic for both morning and afternoon peak hours. CITY OF SANTA ANA IMPACT CRITERIA The City has established criteria for determining the significance of a traffic impact on the existing street system. The impact is measured in terms of the incremental increase in the volume/capacity (V/C) ratio at a signalized intersection. This increase is calculated by comparing the traffic desiring to travel through an intersection to the capacity of that intersection. The City states that an incremental impact is considered to be significant if the project increases the capacity V/C ratio by the following amounts: Intersection LOS Incremental Increase after the Addition of Project Traffic in V/C E 0.01 F 0.01 An intersection would also experience a significant impact if the intersection is anticipated to operate at a LOS E or F due to the addition of project traffic. An intersection operating at C or better would not experience a significant impact no matter the level of project-related incremental impact. The criterion for determining the significance of a traffic impact at an unsignalized intersection is whether the intersection is anticipated to operate at LOS E or F due to the addition of project traffic and a traffic signal is warranted. 221-83 INTERSECTION IMPACTS As shown in Table 7, under Existing with Project Conditions, all three study intersections would continue to operate at LOS B or better during both the morning and afternoon peak hours. It is assumed that the intersection of Mabury Street & 17th Street would operate as a signalized intersection under Existing with Project Conditions. According to the City significant impact criteria, the Project would not cause a significant impact at any of the study intersections under Existing with Project Conditions and, therefore, no mitigation measures are required. As shown in Table 8, under Future with Project Conditions, all three study intersections would continue to operate at LOS C or better during both the morning and afternoon peak hours. It is assumed that the intersection of Mabury Street & 17th Street would operate as a signalized intersection under Future with Project Conditions. The Project would not cause a significant impact at any study intersection under Future with Project Conditions and, therefore, no mitigation measures are required. The City determined that installation of the signal at Mabury Street & 17th Street may not be in place by the Project opening year. This could result in a temporary impact until the signal is installed. LONG-RANGE FUTURE CONDITIONS ANALYSIS As mentioned in Chapter 3, the City’s long-range plan includes extending the landscape median along 17th Street west of Sherry Lane/Cabrillo Park Drive. This would prohibit any eastbound left-turn movements into the Project Site and any southbound left-turn movements out of the Project Site. Therefore, Project traffic approaching the site from the west would have to make a U-turn at the adjacent intersection to the east (Intersection 3. Sherry Lane/Cabrillo Park Drive & 17th Street) and make a westbound right-turn into the Project Site. Project traffic leaving the site to travel eastbound would have to make a southbound right-turn out of the Project Site and make a U-turn at the adjacent intersection to the west (Mabury Street & 17th Street). As shown in Figure 8, nine morning and 17 afternoon peak hour trips would be making an eastbound left- turn into the driveway. These trips were added to the eastbound left-turn volumes at the intersection of Sherry Lane/Cabrillo Park Drive & 17th Street. As shown in Figure 8, 10 morning 231-84 and 19 afternoon peak hour trips would be making a southbound left-turn out of the driveway. These trips were added to the westbound left-turn volumes at the intersection of Mabury Street & 17th Street. The two study intersections with modified Project traffic were analyzed under Future with Project Conditions (Year 2019). As shown in Table 9, under Future with Project Conditions with the long-range landscape median plan, the two study intersections are anticipated to continue to operate at a LOS C or better during the morning and afternoon peak hours. The additional left turns at each study intersection during the morning and afternoon peak hour trips would not cause a significant impact at either study intersection and, therefore, no mitigation measures are required. PROPORTIONATE SHARE As described previously, the Project would not result in significant impacts at any of the study intersections, but would be responsible to make a fair-share contribution toward the future improvement and signalization of Mabury Street & 17th Street. To calculate the Project’s proportionate share of added traffic to the future year, the Project traffic was divided over the projected growth intersection traffic volumes, during both the morning and afternoon peak hours. At the intersection, the Project is anticipated to add 16 vehicles during the morning peak hour and 32 vehicles during the afternoon peak hour. The projected growth on the intersection was determined by subtracting the Future with Project traffic volumes from the Existing traffic volumes. The projected growth on the intersection is 325 morning vehicles and 375 afternoon vehicles. Thus, the Project would contribute to as much as 8.5% (32 vehicles divided by 375 vehicles) of total projected growth on the intersection. 241-85 251-86 261-87 271-88 281-89 In Out Total In Out TotalAutomated Car Wash 948 200.20 50% 50% 14.83 50% 50% 14.12In Out Total In Out TotalAutomated Car Wash 948 4,995 sf 1,000 37 37 74 36 35 711,000 37 37 74 36 35 71Notes:[a] Source: Trip Generation, 9th Edition, Institute of Transportation Engineers, 2012.[b] Source: Based on Self-Service Car Wash (Land Use Code 947) in Trip Generation, 9th Edition.Project EstimateTABLE 6PROJECT TRIP GENERATION ESTIMATESTRIP GENERATION RATES [a]P.M. Peak HourA.M. Peak Hour [b]Daily [b]Land Useper 1,000 sfP.M. Peak HourTRIP GENERATION ESTIMATESLand Use DailyA.M. Peak Hour291-90 V/C LOS DelayLOS V/C LOS DelayLOS∆ V/C Impact1. Mabury Street & AM -- -- 8.89 A -- -- 8.89 A -- NO18th Street/Alley PM -- -- 8.04 A -- -- 8.04 A -- NO2. Mabury Street & AM -- -- 4.41 A 0.425 A -- -- -- NO[a] 17th Street PM -- -- 122.06 F 0.512 A -- -- -- NO3. Sherry Lane/Cabrillo Park Dr & AM 0.571 A -- -- 0.576 A -- -- 0.005 NO17th StreetPM 0.661 B -- -- 0.667 B -- -- 0.006 NONoteV/C = Volume to Capacity ratioLOS = Level of ServiceReported delay is the intersection delay, measured in seconds per vehicle.[a] The existing two-way stopped controlled intersection is proposed to operate as a signalized intersection.TABLE 7EXISTING WITH PROJECT CONDITIONS (YEAR 2018)INTERSECTION LEVEL OF SERVICE No IntersectionEXISTING EXISTING WITH PROJECTTime Period301-91 V/C LOS DelayLOS V/C LOS DelayLOS∆ V/C Impact1. Mabury Street & AM -- -- 8.92 A -- -- 8.92 A -- NO18th Street/Alley PM -- -- 8.06 A -- -- 8.06 A -- NO2. Mabury Street & AM 0.458 A -- -- 0.463 A -- -- -- NO[a] 17th Street PM 0.541 A -- -- 0.544 A -- -- -- NO3. Sherry Lane/Cabrillo Park Dr & AM 0.629 B -- -- 0.634 B -- -- 0.005 NO17th StreetPM 0.734 C -- -- 0.738 C -- -- 0.004 NONoteV/C = Volume to Capacity ratioLOS = Level of ServiceReported delay is the intersection delay, measured in seconds per vehicle.[a] The existing two-way stopped controlled intersection is proposed to operate as a signalized intersection.TABLE 8INTERSECTION LEVEL OF SERVICE FUTURE WITH PROJECT CONDITIONS (YEAR 2019)No IntersectionTime PeriodFUTURE WITHOUT PROJECT FUTURE WITH PROJECT311-92 V/C LOS DelayLOS V/C LOS DelayLOS∆ V/C Impact2. Mabury Street & AM 0.458 A -- -- 0.463 A -- -- 0.005 NO[a] 17th Street PM 0.541 A -- -- 0.544 A -- -- 0.003 NO3. Sherry Lane/Cabrillo Park Dr & AM 0.629 B -- -- 0.634 B -- -- 0.005 NO17th StreetPM 0.734 C -- -- 0.738 C -- -- 0.004 NONoteV/C = Volume to Capacity ratioLOS = Level of Service[a] The existing two-way stopped controlled intersection is proposed to operate as a signalized intersection.TABLE 9INTERSECTION LEVEL OF SERVICE FUTURE WITH PROJECT CONDITIONS (YEAR 2019) - LONG RANGE CONDITIONSNo IntersectionTime PeriodFUTURE WITHOUT PROJECT FUTURE WITH PROJECT321-93 Chapter 5 Site Access and Circulation This chapter presents a summary of how vehicles would access and circulate the Project Site. VEHICULAR ACCESS Primary access to the Project would be via one full-access driveway on 17th Street and an escape lane onto the alleyway, adjacent to the northern boundary of the Project Site. The purpose of the escape lane is to provide customers with an exit lane should they enter the car wash and then change their minds prior to entering the car wash tunnel. To accommodate patrons of the Project, the center eastbound left-turn pocket into the driveway along 17th street was assessed for adequacy. In addition, as mentioned in Chapter 3, Mabury Street & 17th Street is proposed to include exclusive eastbound and westbound left-turn lanes at the intersection. Thus, a queue analysis was performed to assess the westbound left-turn traffic at the proposed signalized intersection that would prohibit eastbound left turns into the Project Site. The queue length was estimated using Vistro, which reports the 95th percentile queue length, in feet, for each approach lane at the intersection. The queue length reports are provided in Appendix D. Under Future Conditions, the average westbound left-turn queue lengths were calculated at approximately 10 feet over the morning peak hour and less than 20 feet over the afternoon peak hour, without and with the addition of Project traffic. Thus, a left-turn storage length of one car length would be adequate to meet the 95th percentile queue. A 50-foot left-turn storage length at the intersection would more than accommodate the westbound left-turn queue at Mabury Street. In addition, a two-way left-turn lane east of the left-turn storage length would permit eastbound and southbound left turns into and out of the Project driveway, respectively. A conceptual drawing of the striping plan along 17th Street is provided in Appendix E. Actual left-turn pocket length will be determined and designed as part of the traffic signal installation. 331-94 The primary access to the Project under future long-range conditions would be via one right-turn in/out driveway on 17th Street. Project traffic arriving eastbound would have to make a U-turn at the adjacent intersection to the east on Sherry Lane/Cabrillo Park Drive & 17th Street and make a westbound right turn into the Project Site. Project traffic leaving the Project Site to travel eastbound would have to make a southbound right-turn out of the Project Site and make a U- turn at the adjacent intersection to the west on Mabury Street & 17th Street. NEIGHBORHOOD INTRUSION IMPACTS No Project driveway is proposed along Mabury Street. The Project proposes an escape lane along the alleyway adjacent to the northern boundary of the Project Site, which connects Mabury Street and Sherry Lane. Minimal Project traffic would be expected to travel along the residential streets (Mabury Street and Sherry Lane/Cabrillo Park Drive) and, therefore, it is anticipated that the Project would not cause a significant impact on the nearby residential streets. 341-95 Chapter 6 Summary Gibson Transportation Consulting, Inc. evaluated the potential traffic impact of the proposed Project on the nearby intersections along Mabury Street and 17th Street. The analysis shows that the estimate of a maximum 37 morning trips and 71 afternoon trips to/from the proposed car wash is a reasonable, if not conservative, estimate of project trips. An analysis of morning and afternoon peak hour Project traffic added to existing and future traffic levels shows that the addition of Project traffic would not change the LOS operations at the three study intersections. The Project would not have a significant impact on the nearby street system according to City impact criteria standards. The Project should be responsible for a fair share contribution toward the cost of the proposed traffic signal at the intersection of Mabury Street & 17th Street. The fair-share calculation indicates that the Project traffic will account for 8.5% of the total traffic growth in traffic through the intersection and, therefore, the Project will pay 8.5% of the cost of the new traffic signal. The proposed Rocket Express Car Wash Project does not cause any significant traffic impacts on the City street system. 351-96 References Highway Capacity Manual, Special Report 209, Transportation Research Board, 2000. Santa Ana Circulation Element Update, City of Santa Ana, October 2012. Transportation Research Circular No. 212, Interim Materials on Highway Capacity, Transportation Research Board, 1980. Trip Generation, 9th Edition, Institute of Transportation Engineers, 2012. 1-97 Appendix A Intersection Lane Configurations 1-98 1-99 Appendix B Traffic Counts 1-100 Location ID: 1 North/South: Mabury Street Date: East/West: 18th St/Alleyway City: Santa Ana, CA 1 2 3 4 5 6 7 8 9 10 11 12 Movements: R T L R T L R T L R T L 7:00 0 14 3 1 0 1 0 40 2 1 1 0 63 7:15 0 16 11 8 1 0 0 86 4 2 1 1 130 7:30 0 8 7 11 1 2 0 77 5 9 8 8 136 7:45 0 15 4 22 3 0 0 58 6 7 22 7 144 8:00 1 7 14 5 1 0 1 11 15 6 12 2 75 8:15 1 1 7 2 1 1 0 5 7 4 7 0 36 8:30 0 6 4 0 0 1 1 6 3 1 2 0 24 8:45 0 7 10 2 1 2 0 1 1 3 1 0 28 9:00 1 8 10 2 0 0 0 4 7 1 4 0 37 9:15 0 2 5 2 0 0 2 2 6 2 1 1 23 9:30 9:45 Total Volume: 3 84 75 55 8 7 4 290 56 36 59 19 696 Approach %2% 52% 46% 79% 11% 10% 1% 83% 16% 32% 52% 17% Peak Hr Begin:7:15 PHV 1 46 36 46 6 2 1 232 30 24 43 18 485 PHF 0.842 Prepared by City Count, LLC. (www.citycount.com) Turning Movement Count Report AM Totals: 0.769 0.540 0.731 0.590 Southbound Westbound Northbound Eastbound 04/12/16 1-101 Location ID: 1 North/South: Mabury Street Date: East/West: 18th St/Alleyway City: Santa Ana, CA 1 2 3 4 5 6 7 8 9 10 11 12 Movements: R T L R T L R T L R T L 14:00 0 5 1 10 0 0 3 24 6 5 3 1 58 14:15 2 7 2 10 2 2 2 9 13 6 9 3 67 14:30 2 31 9 12 1 2 4 18 13 4 20 3 119 14:45 2 32 16 7 0 5 5 33 4 2 16 0 122 15:00 0 14 4 6 1 1 3 17 2 4 14 1 67 15:15 0 8 2 6 0 6 1 7 8 3 9 1 51 15:30 0 9 10 6 1 0 3 9 1 2 9 1 51 15:45 0 5 5 5 0 1 1 9 4 3 9 2 44 16:00 0 2 11 7 0 1 0 7 6 4 10 0 48 16:15 0 2 5 4 1 2 2 8 2 5 9 0 40 16:30 1 2 4 7 1 3 2 6 6 5 9 0 46 16:45 0 5 7 5 0 2 1 7 1 2 11 1 42 17:00 2 4 6 9 2 3 1 4 4 4 23 0 62 17:15 0 7 2 12 3 3 3 16 6 3 10 0 65 17:30 0 6 7 19 1 1 2 16 4 2 13 1 72 17:45 0 11 12 10 2 1 1 20 6 2 6 0 71 Total Volume: 9 150 103 135 15 33 34 210 86 56 180 14 1025 Approach %3% 57% 39% 74% 8% 18% 10% 64% 26% 22% 72% 6% Peak Hr Begin:14:15 PHV 6 84 31 35 4 10 14 77 32 16 59 7 375 PHF 0.768 Turning Movement Count Report PM 04/12/16 Southbound Westbound Totals: Northbound Eastbound 0.7590.605 0.817 0.732 1-102 Peds Bicycle Peds Bicycle Peds Bicycle Peds Bicycle 2 0 0 0 0 0 0 0 2 0 1 0 2 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 0 1 0 1 0 0 0 3 0 2 0 1 0 0 0 1 0 2 0 1 0 0 0 0 0 2 0 0 0 1 0 Peds Bicycle Peds Bicycle Peds Bicycle Peds Bicycle 3 0 0 0 0 0 2 0 2 0 3 0 3 0 2 0 13 0 6 0 0 0 4 0 8 0 0 0 4 0 9 0 0 0 0 0 1 0 3 0 1 0 0 0 0 0 0 0 3 0 0 0 1 0 2 0 2 0 0 0 0 0 0 0 1 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 1 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 16:15 16:30 16:45 15:00 15:15 15:30 15:45 16:00 Leg: 14:00 14:15 14:30 14:45 East South West Leg: 7:00 7:15 7:30 7:45 8:00 8:15 North East South West 8:30 8:45 9:00 9:15 North Pedestrian/Bicycle Count Report 17:45 17:00 17:15 17:30 1-103 Location ID: 2 North/South: Mabury Street Date: East/West: 17th St City: Santa Ana, CA 1 2 3 4 5 6 7 8 9 10 11 12 Movements: R T L R T L R T L R T L 7:00 8 0 8 14 138 5 8 2 3 11 177 26 400 7:15 5 1 8 38 181 5 13 1 4 11 189 51 507 7:30 11 0 6 29 261 6 19 0 3 19 233 53 640 7:45 15 0 5 31 210 8 13 1 8 25 241 33 590 8:00 7 0 9 19 218 7 11 1 5 23 260 9 569 8:15 3 0 2 8 196 6 11 0 9 18 263 5 521 8:30 6 1 2 6 218 9 4 0 4 24 251 3 528 8:45 4 0 3 3 178 6 8 0 8 16 225 2 453 9:00 7 0 4 9 160 4 8 0 8 11 197 3 411 9:15 3 1 0 5 211 8 4 1 8 14 193 4 452 9:30 9:45 Total Volume: 69 3 47 162 1971 64 99 6 60 172 2229 189 5071 Approach %58% 3% 39% 7% 90% 3% 60% 4% 36% 7% 86% 7% Peak Hr Begin:7:30 PHV 36 0 22 87 885 27 54 2 25 85 997 100 2320 PHF 0.906 Prepared by City Count, LLC. (www.citycount.com) Turning Movement Count Report AM Totals: 0.725 0.844 0.920 0.969 Southbound Westbound Northbound Eastbound 04/12/16 1-104 Location ID: 2 North/South: Mabury Street Date: East/West: 17th St City: Santa Ana, CA 1 2 3 4 5 6 7 8 9 10 11 12 Movements: R T L R T L R T L R T L 14:00 3 0 5 18 274 7 13 0 16 14 257 11 618 14:15 6 0 6 11 271 6 17 2 10 16 220 12 577 14:30 28 0 9 19 244 12 15 0 20 11 239 17 614 14:45 30 1 8 16 256 14 16 0 13 21 242 22 639 15:00 11 1 6 11 280 22 16 0 7 12 220 10 596 15:15 10 0 7 6 312 14 12 0 14 20 242 7 644 15:30 5 0 5 6 305 11 15 0 11 18 227 7 610 15:45 6 0 1 6 273 7 20 0 16 15 251 8 603 16:00 6 1 5 10 303 9 17 0 11 12 240 3 617 16:15 5 0 5 8 283 17 14 1 12 27 256 7 635 16:30 6 0 2 11 330 13 13 0 12 10 249 3 649 16:45 7 0 3 8 358 9 18 1 14 23 296 1 738 17:00 10 1 3 9 368 16 17 0 12 25 320 2 783 17:15 12 1 1 10 367 6 16 0 19 21 314 6 773 17:30 6 0 4 8 365 11 21 1 18 24 292 12 762 17:45 9 0 4 18 336 15 18 0 19 16 296 11 742 Total Volume: 160 5 74 175 4925 189 258 5 224 285 4161 139 10600 Approach %67% 2% 31% 3% 93% 4% 53% 1% 46% 6% 91% 3% Peak Hr Begin:17:00 PHV 37 2 12 45 1436 48 72 1 68 86 1222 31 3060 PHF 0.977 Turning Movement Count Report PM 04/12/16 Southbound Westbound Totals: Northbound Eastbound 0.9650.911 0.973 0.881 1-105 Peds Bicycle Peds Bicycle Peds Bicycle Peds Bicycle 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 1 0 0 0 0 0 2 0 0 0 0 0 2 0 Peds Bicycle Peds Bicycle Peds Bicycle Peds Bicycle 0 0 0 0 1 1 0 0 1 1 0 0 0 0 2 0 2 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 1 0 0 0 1 2 0 1 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 4 0 1 0 1 0 1 0 2 0 0 0 1 1 0 1 1 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 1 0 0 3 0 1 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 16:15 16:30 16:45 15:00 15:15 15:30 15:45 16:00 Leg: 14:00 14:15 14:30 14:45 East South West Leg: 7:00 7:15 7:30 7:45 8:00 8:15 North East South West 8:30 8:45 9:00 9:15 North Pedestrian/Bicycle Count Report 17:45 17:00 17:15 17:30 1-106 Location ID: 3 North/South: Sherry Lane/Cabrillo Park Drive Date: East/West: 17th St City: Santa Ana, CA 1 2 3 4 5 6 7 8 9 10 11 12 Movements: R T L R T L R T L R T L 7:00 7 12 13 5 136 22 17 3 21 30 152 2 420 7:15 8 12 42 2 195 18 17 11 23 31 173 2 534 7:30 10 31 34 7 238 41 31 15 38 51 189 3 688 7:45 12 21 30 8 231 52 18 22 28 51 191 4 668 8:00 7 31 17 9 210 49 21 9 26 59 193 11 642 8:15 9 17 15 5 171 48 17 5 17 49 205 6 564 8:30 8 14 12 7 187 39 17 4 33 54 181 6 562 8:45 9 12 13 10 149 40 13 5 25 37 188 7 508 9:00 3 16 13 9 145 24 17 5 21 33 166 4 456 9:15 11 12 16 9 183 19 19 9 26 32 151 7 494 9:30 9:45 Total Volume: 84 178 205 71 1845 352 187 88 258 427 1789 52 5536 Approach %18% 38% 44% 3% 81% 16% 35% 17% 48% 19% 79% 2% Peak Hr Begin:7:30 PHV 38 100 96 29 850 190 87 51 109 210 778 24 2562 PHF 0.931 Prepared by City Count, LLC. (www.citycount.com) Turning Movement Count Report AM Totals: 0.780 0.918 0.735 0.962 Southbound Westbound Northbound Eastbound 04/12/16 1-107 Location ID: 3 North/South: Sherry Lane/Cabrillo Park Drive Date: East/West: 17th St City: Santa Ana, CA 1 2 3 4 5 6 7 8 9 10 11 12 Movements: R T L R T L R T L R T L 14:00 12 10 13 19 242 33 29 17 45 22 231 11 684 14:15 14 12 20 14 231 22 33 14 48 18 220 5 651 14:30 14 29 25 20 211 27 22 21 44 13 223 9 658 14:45 14 41 33 26 227 38 30 18 38 23 222 6 716 15:00 19 18 21 24 260 46 19 16 42 12 215 12 704 15:15 12 12 22 20 261 24 20 14 58 24 224 19 710 15:30 14 17 28 12 251 29 28 19 54 16 216 11 695 15:45 7 5 37 15 237 33 24 21 43 27 233 21 703 16:00 12 6 28 14 263 39 26 12 48 27 221 9 705 16:15 12 15 30 11 260 35 42 20 51 25 233 8 742 16:30 5 14 20 10 264 30 23 21 60 15 240 11 713 16:45 12 16 28 16 285 28 39 28 69 29 251 16 817 17:00 15 19 21 16 304 31 28 26 64 31 295 12 862 17:15 16 23 20 21 296 34 27 21 65 26 281 21 851 17:30 21 11 15 15 298 25 21 22 61 26 271 19 805 17:45 15 13 16 16 294 30 16 22 55 28 268 11 784 Total Volume: 214 261 377 269 4184 504 427 312 845 362 3844 201 11800 Approach %25% 31% 44% 5% 84% 10% 27% 20% 53% 8% 87% 5% Peak Hr Begin:16:45 PHV 64 69 84 68 1183 118 115 97 259 112 1098 68 3335 PHF 0.967 Turning Movement Count Report PM 04/12/16 Southbound Westbound Totals: Northbound Eastbound 0.9450.919 0.975 0.866 1-108 Peds Bicycle Peds Bicycle Peds Bicycle Peds Bicycle 0 0 0 0 1 0 7 0 1 0 0 2 0 0 5 1 0 0 0 1 0 1 2 1 0 0 1 0 1 0 2 0 0 0 2 0 0 0 3 0 0 0 0 0 3 1 2 1 0 1 0 1 0 0 3 1 1 1 0 0 1 0 8 0 1 0 1 1 0 0 2 0 0 1 0 0 1 0 2 1 Peds Bicycle Peds Bicycle Peds Bicycle Peds Bicycle 3 1 4 0 1 3 10 2 0 1 2 0 2 0 8 0 0 0 3 1 0 1 9 1 0 1 2 0 0 1 13 0 3 0 0 0 2 1 4 0 5 0 4 0 3 0 13 0 3 0 1 0 1 2 5 3 2 1 0 0 3 0 7 1 2 0 0 0 3 0 8 0 1 0 3 0 0 1 3 0 3 0 2 0 1 2 8 2 0 1 1 1 3 1 5 0 0 0 0 0 0 0 4 1 1 0 1 0 1 1 9 0 2 1 0 1 2 1 2 1 1 0 1 0 1 0 3 0 16:15 16:30 16:45 15:00 15:15 15:30 15:45 16:00 Leg: 14:00 14:15 14:30 14:45 East South West Leg: 7:00 7:15 7:30 7:45 8:00 8:15 North East South West 8:30 8:45 9:00 9:15 North Pedestrian/Bicycle Count Report 17:45 17:00 17:15 17:30 1-109 Appendix C Capacity Calculation Worksheets 1-110 Scenario 1: 1: Existing AM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 147374762244418123731Total Analysis Volume [veh/h] 0129122161150598Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 147374762244418123731Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 147374762244418123731Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 1: 1: Existing AM GTC J1461 - Rocket Express Car Wash 1-111 Scenario 1: 1: Existing AM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.88Intersection Delay [s/veh] AAAAApproach LOS 8.237.688.299.53Approach Delay [s/veh] 9.225.359.4435.9195th-Percentile Queue Length [ft] 0.370.210.381.4495th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 1: 1: Existing AM GTC J1461 - Rocket Express Car Wash 1-112 Scenario 2: 2: Existing PM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 686323641016607147933Total Analysis Volume [veh/h] 222891341524208Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 686323641016607147933Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 686323641016607147933Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 2: 2: Existing PM GTC J1461 - Rocket Express Car Wash 1-113 Scenario 2: 2: Existing PM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.04Intersection Delay [s/veh] AAAAApproach LOS 8.197.487.988.15Approach Delay [s/veh] 13.324.658.5713.4495th-Percentile Queue Length [ft] 0.530.190.340.5495th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 2: 2: Existing PM GTC J1461 - Rocket Express Car Wash 1-114 Scenario 1: 1: Existing AM 6/21/2018 Version 4.00-01 Generated with 0.078Volume to Capacity (v/c): FLevel Of Service: 177.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: Two-way stopControl Type: Intersection 2: Mabury St & 17th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 45.0045.0025.0025.00Speed [mph] 100.00100.00370.00100.00100.00540.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 001001000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach 17th St17th StMabury StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 89903288710171023702255226Total Analysis Volume [veh/h] 22226722254269061417Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 89903288710171023702255226Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 89903288710171023702255226Base Volume Input [veh/h] 17th St17th StMabury StMabury StName volumes 4Scenario 1: 1: Existing AM GTC J1461 - Rocket Express Car Wash 1-115 Scenario 1: 1: Existing AM 6/21/2018 Version 4.00-01 Generated with FIntersection LOS 4.26d_I, Intersection Delay [s/veh] AAEFApproach LOS 0.451.4646.3262.03d_A, Approach Delay [s/veh] 0.000.006.510.000.0025.4144.5544.5544.5575.9275.9275.9295th-Percentile Queue Length [ft] 0.000.000.260.000.001.021.781.781.783.043.043.0495th-Percentile Queue Length [veh] AACAACDFFEFFMovement LOS 0.000.0016.230.000.0017.2629.43161.9574.7245.25177.2888.66d_M, Delay for Movement [s/veh] 0.000.010.080.000.010.260.080.000.330.130.080.38V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 5Scenario 1: 1: Existing AM GTC J1461 - Rocket Express Car Wash 1-116 Scenario 2: 2: Existing PM 6/21/2018 Version 4.00-01 Generated with 0.102Volume to Capacity (v/c): FLevel Of Service: 1,066.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: Two-way stopControl Type: Intersection 2: Mabury St & 17th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 45.0045.0025.0025.00Speed [mph] 100.00100.00370.00100.00100.00540.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 001001000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach 17th St17th StMabury StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 46146549881246323821273169Total Analysis Volume [veh/h] 1236612223128101318017Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 46146549881246323821273169Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 46146549881246323821273169Base Volume Input [veh/h] 17th St17th StMabury StMabury StName volumes 4Scenario 2: 2: Existing PM GTC J1461 - Rocket Express Car Wash 1-117 Scenario 2: 2: Existing PM 6/21/2018 Version 4.00-01 Generated with FIntersection LOS 37.81d_I, Intersection Delay [s/veh] AAFFApproach LOS 0.670.57146.61759.11d_A, Approach Delay [s/veh] 0.000.0016.310.000.0012.5087.2187.2187.21351.65351.65351.6595th-Percentile Queue Length [ft] 0.000.000.650.000.000.503.493.493.4914.0714.0714.0795th-Percentile Queue Length [veh] AACAACFFFFFFMovement LOS 0.000.0021.330.000.0024.12106.25472.12220.17710.531066.01806.07d_M, Delay for Movement [s/veh] 0.000.010.180.000.010.150.130.210.420.210.102.03V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 5Scenario 2: 2: Existing PM GTC J1461 - Rocket Express Car Wash 1-118 Printed 6/25/2018 EXISTING CONDITIONS ‐ YEAR 2018 Rocket Express Car Wash Intersection Capacity Utilization Analysis 3. Sherry Lane/Cabrillo Park Drive & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 39 0.000 N/S 1: 0.092 Southbound Through 1.00 1,700 102 0.083 *N/S 2: 0.152 * Left 1.00 1,600 98 0.061 E/W 1: 0.319 * Right 0.00 0 30 0.000 E/W 2: 0.191 Westbound Through 3.00 5,100 867 0.176 Left 1.00 1,600 194 0.121 * V/C Ratio: 0.471 Right 1.00 1,700 89 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 52 0.031 ITS: 0.000 Left 1.00 1,600 111 0.069 * Right 0.00 0 214 0.000 ICU: 0.571 Eastbound Through 3.00 5,100 794 0.198 * Left 1.00 1,600 24 0.015 LOS: A WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 65 0.000 N/S 1: 0.112 Southbound Through 1.00 1,700 70 0.079 *N/S 2: 0.244 * Left 1.00 1,600 86 0.054 E/W 1: 0.317 * Right 0.00 0 69 0.000 E/W 2: 0.293 Westbound Through 3.00 5,100 1,207 0.250 Left 1.00 1,600 120 0.075 * V/C Ratio: 0.561 Right 1.00 1,700 117 0.031 Loss Time: 0.100 Northbound Through 1.00 1,700 99 0.058 ITS: 0.000 Left 1.00 1,600 264 0.165 * Right 0.00 0 114 0.000 ICU: 0.661 Eastbound Through 3.00 5,100 1,120 0.242 * Left 1.00 1,600 69 0.043 LOS: B * Critical Movement Gibson Transportation Consulting, Inc.EX.xls 1-119 Scenario 5: 5: Existing with Project AM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 147374763244418123731Total Analysis Volume [veh/h] 0129122161150598Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 147374763244418123731Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 147374763244418123731Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 5: 5: Existing with Project AM GTC J1461 - Rocket Express Car Wash 1-120 Scenario 5: 5: Existing with Project AM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.89Intersection Delay [s/veh] AAAAApproach LOS 8.237.708.299.53Approach Delay [s/veh] 9.225.479.4535.9595th-Percentile Queue Length [ft] 0.370.220.381.4495th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 5: 5: Existing with Project AM GTC J1461 - Rocket Express Car Wash 1-121 Scenario 6: 6: Existing with Project PM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 686323641116607147933Total Analysis Volume [veh/h] 222891341524208Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 686323641116607147933Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 686323641116607147933Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 6: 6: Existing with Project PM GTC J1461 - Rocket Express Car Wash 1-122 Scenario 6: 6: Existing with Project PM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.04Intersection Delay [s/veh] AAAAApproach LOS 8.197.497.988.15Approach Delay [s/veh] 13.334.778.5813.4595th-Percentile Queue Length [ft] 0.530.190.340.5495th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 6: 6: Existing with Project PM GTC J1461 - Rocket Express Car Wash 1-123 Printed 6/25/2018 EXISTING WITH PROJECT CONDITIONS ‐ YEAR 2018 Rocket Express Car Wash Intersection Capacity Utilization Analysis 2. Mabury Street & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 37 0.000 N/S 1: 0.064 * Southbound Through 1.00 1,700 0 0.035 N/S 2: 0.051 Left 0.00 1,600 23 0.014 * E/W 1: 0.238 Right 0.00 0 89 0.000 E/W 2: 0.261 * Westbound Through 3.00 5,100 917 0.197 * Left 1.00 1,600 30 0.019 V/C Ratio: 0.325 Right 0.00 0 57 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 2 0.050 *ITS: 0.000 Left 0.00 1,600 26 0.016 Right 0.00 0 87 0.000 ICU: 0.425 Eastbound Through 3.00 5,100 1,031 0.219 Left 1.00 1,600 102 0.064 *LOS: A WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 38 0.000 N/S 1: 0.093 * Southbound Through 1.00 1,700 2 0.031 N/S 2: 0.074 Left 0.00 1,600 13 0.008 * E/W 1: 0.296 Right 0.00 0 46 0.000 E/W 2: 0.319 * Westbound Through 3.00 5,100 1,478 0.299 * Left 1.00 1,600 51 0.032 V/C Ratio: 0.412 Right 0.00 0 75 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 1 0.085 *ITS: 0.000 Left 0.00 1,600 69 0.043 Right 0.00 0 88 0.000 ICU: 0.512 Eastbound Through 3.00 5,100 1,260 0.264 Left 1.00 1,600 32 0.020 *LOS: A * Critical Movement Gibson Transportation Consulting, Inc.ExP.xls 1-124 Printed 6/25/2018 EXISTING WITH PROJECT CONDITIONS ‐ YEAR 2018 Rocket Express Car Wash Intersection Capacity Utilization Analysis 3. Sherry Lane/Cabrillo Park Drive & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 41 0.000 N/S 1: 0.092 Southbound Through 1.00 1,700 102 0.084 *N/S 2: 0.154 * Left 1.00 1,600 98 0.061 E/W 1: 0.322 * Right 0.00 0 30 0.000 E/W 2: 0.195 Westbound Through 3.00 5,100 884 0.179 Left 1.00 1,600 194 0.121 * V/C Ratio: 0.476 Right 1.00 1,700 89 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 52 0.031 ITS: 0.000 Left 1.00 1,600 112 0.070 * Right 0.00 0 215 0.000 ICU: 0.576 Eastbound Through 3.00 5,100 811 0.201 * Left 1.00 1,600 26 0.016 LOS: A WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 67 0.000 N/S 1: 0.112 Southbound Through 1.00 1,700 70 0.081 *N/S 2: 0.247 * Left 1.00 1,600 86 0.054 E/W 1: 0.320 * Right 0.00 0 69 0.000 E/W 2: 0.297 Westbound Through 3.00 5,100 1,223 0.253 Left 1.00 1,600 120 0.075 * V/C Ratio: 0.567 Right 1.00 1,700 117 0.031 Loss Time: 0.100 Northbound Through 1.00 1,700 99 0.058 ITS: 0.000 Left 1.00 1,600 265 0.166 * Right 0.00 0 115 0.000 ICU: 0.667 Eastbound Through 3.00 5,100 1,136 0.245 * Left 1.00 1,600 71 0.044 LOS: B * Critical Movement Gibson Transportation Consulting, Inc.ExP.xls 1-125 Scenario 3: 3: Future without Project AM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 148374762244418124031Total Analysis Volume [veh/h] 0129122161150608Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 148374762244418124031Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 148374762244418124031Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 3: 3: Future without Project AM GTC J1461 - Rocket Express Car Wash 1-126 Scenario 3: 3: Future without Project AM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.91Intersection Delay [s/veh] AAAAApproach LOS 8.247.698.309.57Approach Delay [s/veh] 9.345.369.4636.5295th-Percentile Queue Length [ft] 0.370.210.381.4695th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 3: 3: Future without Project AM GTC J1461 - Rocket Express Car Wash 1-127 Scenario 4: 4: Future without Project PM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 688323641016617148133Total Analysis Volume [veh/h] 222891341524208Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 688323641016617148133Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 688323641016617148133Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 4: 4: Future without Project PM GTC J1461 - Rocket Express Car Wash 1-128 Scenario 4: 4: Future without Project PM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.06Intersection Delay [s/veh] AAAAApproach LOS 8.217.498.008.17Approach Delay [s/veh] 13.594.678.7113.7195th-Percentile Queue Length [ft] 0.540.190.350.5595th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 4: 4: Future without Project PM GTC J1461 - Rocket Express Car Wash 1-129 Printed 6/25/2018 FUTURE WITHOUT PROJECT CONDITIONS ‐ YEAR 2019 Rocket Express Car Wash Intersection Capacity Utilization Analysis 2. Mabury Street & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 38 0.000 N/S 1: 0.063 * Southbound Through 1.00 1,700 0 0.035 N/S 2: 0.051 Left 0.00 1,600 22 0.014 * E/W 1: 0.259 Right 0.00 0 90 0.000 E/W 2: 0.295 * Westbound Through 3.00 5,100 1,082 0.230 * Left 1.00 1,600 28 0.018 V/C Ratio: 0.358 Right 0.00 0 56 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 2 0.049 *ITS: 0.000 Left 0.00 1,600 26 0.016 Right 0.00 0 88 0.000 ICU: 0.458 Eastbound Through 3.00 5,100 1,141 0.241 Left 1.00 1,600 104 0.065 *LOS: A WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 39 0.000 N/S 1: 0.093 * Southbound Through 1.00 1,700 2 0.031 N/S 2: 0.075 Left 0.00 1,600 12 0.008 * E/W 1: 0.328 Right 0.00 0 46 0.000 E/W 2: 0.348 * Westbound Through 3.00 5,100 1,621 0.327 * Left 1.00 1,600 49 0.031 V/C Ratio: 0.441 Right 0.00 0 74 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 1 0.085 *ITS: 0.000 Left 0.00 1,600 70 0.044 Right 0.00 0 89 0.000 ICU: 0.541 Eastbound Through 3.00 5,100 1,428 0.297 Left 1.00 1,600 33 0.021 *LOS: A * Critical Movement Gibson Transportation Consulting, Inc.FB.xls 1-130 Printed 6/25/2018 FUTURE WITHOUT PROJECT CONDITIONS ‐ YEAR 2019 Rocket Express Car Wash Intersection Capacity Utilization Analysis 3. Sherry Lane/Cabrillo Park Drive & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 39 0.000 N/S 1: 0.093 Southbound Through 1.00 1,700 103 0.084 *N/S 2: 0.181 * Left 1.00 1,600 99 0.062 E/W 1: 0.348 * Right 0.00 0 30 0.000 E/W 2: 0.217 Westbound Through 3.00 5,100 1,002 0.202 Left 1.00 1,600 202 0.126 * V/C Ratio: 0.529 Right 1.00 1,700 111 0.002 Loss Time: 0.100 Northbound Through 1.00 1,700 53 0.031 ITS: 0.000 Left 1.00 1,600 155 0.097 * Right 0.00 0 237 0.000 ICU: 0.629 Eastbound Through 3.00 5,100 895 0.222 * Left 1.00 1,600 24 0.015 LOS: B WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 66 0.000 N/S 1: 0.113 Southbound Through 1.00 1,700 71 0.081 *N/S 2: 0.267 * Left 1.00 1,600 87 0.054 E/W 1: 0.367 * Right 0.00 0 70 0.000 E/W 2: 0.319 Westbound Through 3.00 5,100 1,330 0.275 Left 1.00 1,600 143 0.089 * V/C Ratio: 0.634 Right 1.00 1,700 132 0.033 Loss Time: 0.100 Northbound Through 1.00 1,700 100 0.059 ITS: 0.000 Left 1.00 1,600 297 0.186 * Right 0.00 0 154 0.000 ICU: 0.734 Eastbound Through 3.00 5,100 1,262 0.278 * Left 1.00 1,600 70 0.044 LOS: C * Critical Movement Gibson Transportation Consulting, Inc.FB.xls 1-131 Scenario 7: 7: Future with Project AM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 148374763244418124031Total Analysis Volume [veh/h] 0129122161150608Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 148374763244418124031Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 148374763244418124031Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 7: 7: Future with Project AM GTC J1461 - Rocket Express Car Wash 1-132 Scenario 7: 7: Future with Project AM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.92Intersection Delay [s/veh] AAAAApproach LOS 8.247.718.319.57Approach Delay [s/veh] 9.355.489.4736.5595th-Percentile Queue Length [ft] 0.370.220.381.4695th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 7: 7: Future with Project AM GTC J1461 - Rocket Express Car Wash 1-133 Scenario 8: 8: Future with Project PM 6/21/2018 Version 4.00-01 Generated with ALevel Of Service: 8.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: All-way stopControl Type: Intersection 1: Mabury St & 18th St/Alley Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 25.0025.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration SoutheastboundWestboundEastboundNorthboundApproach Mabury StAlley18th StMabury StName Intersection Setup 0000Pedestrian Volume [ped/h] 688323641116617148133Total Analysis Volume [veh/h] 222891341524208Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 688323641116617148133Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 688323641116617148133Base Volume Input [veh/h] Mabury StAlley18th StMabury StName volumes 2Scenario 8: 8: Future with Project PM GTC J1461 - Rocket Express Car Wash 1-134 Scenario 8: 8: Future with Project PM 6/21/2018 Version 4.00-01 Generated with AIntersection LOS 8.06Intersection Delay [s/veh] AAAAApproach LOS 8.217.518.008.18Approach Delay [s/veh] 13.604.788.7213.7295th-Percentile Queue Length [ft] 0.540.190.350.5595th-Percentile Queue Length [veh] Movement, Approach, & Intersection Results Lanes Intersection Settings 3Scenario 8: 8: Future with Project PM GTC J1461 - Rocket Express Car Wash 1-135 Printed 6/25/2018 FUTURE WITH PROJECT CONDITIONS ‐ YEAR 2019 Rocket Express Car Wash Intersection Capacity Utilization Analysis 2. Mabury Street & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 38 0.000 N/S 1: 0.065 * Southbound Through 1.00 1,700 0 0.036 N/S 2: 0.052 Left 0.00 1,600 23 0.014 * E/W 1: 0.263 Right 0.00 0 90 0.000 E/W 2: 0.298 * Westbound Through 3.00 5,100 1,096 0.233 * Left 1.00 1,600 30 0.019 V/C Ratio: 0.363 Right 0.00 0 58 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 2 0.051 *ITS: 0.000 Left 0.00 1,600 26 0.016 Right 0.00 0 88 0.000 ICU: 0.463 Eastbound Through 3.00 5,100 1,155 0.244 Left 1.00 1,600 104 0.065 *LOS: A WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 39 0.000 N/S 1: 0.094 * Southbound Through 1.00 1,700 2 0.032 N/S 2: 0.076 Left 0.00 1,600 13 0.008 * E/W 1: 0.332 Right 0.00 0 46 0.000 E/W 2: 0.350 * Westbound Through 3.00 5,100 1,634 0.329 * Left 1.00 1,600 51 0.032 V/C Ratio: 0.444 Right 0.00 0 76 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 1 0.086 *ITS: 0.000 Left 0.00 1,600 70 0.044 Right 0.00 0 89 0.000 ICU: 0.544 Eastbound Through 3.00 5,100 1,442 0.300 Left 1.00 1,600 33 0.021 *LOS: A * Critical Movement Gibson Transportation Consulting, Inc.FP.xls 1-136 Printed 6/25/2018 FUTURE WITH PROJECT CONDITIONS ‐ YEAR 2019 Rocket Express Car Wash Intersection Capacity Utilization Analysis 3. Sherry Lane/Cabrillo Park Drive & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 41 0.000 N/S 1: 0.093 Southbound Through 1.00 1,700 103 0.085 *N/S 2: 0.183 * Left 1.00 1,600 99 0.062 E/W 1: 0.351 * Right 0.00 0 30 0.000 E/W 2: 0.222 Westbound Through 3.00 5,100 1,019 0.206 Left 1.00 1,600 202 0.126 * V/C Ratio: 0.534 Right 1.00 1,700 111 0.002 Loss Time: 0.100 Northbound Through 1.00 1,700 53 0.031 ITS: 0.000 Left 1.00 1,600 156 0.098 * Right 0.00 0 238 0.000 ICU: 0.634 Eastbound Through 3.00 5,100 912 0.225 * Left 1.00 1,600 26 0.016 LOS: B WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 68 0.000 N/S 1: 0.113 Southbound Through 1.00 1,700 71 0.082 *N/S 2: 0.268 * Left 1.00 1,600 87 0.054 E/W 1: 0.370 * Right 0.00 0 70 0.000 E/W 2: 0.323 Westbound Through 3.00 5,100 1,346 0.278 Left 1.00 1,600 143 0.089 * V/C Ratio: 0.638 Right 1.00 1,700 132 0.033 Loss Time: 0.100 Northbound Through 1.00 1,700 100 0.059 ITS: 0.000 Left 1.00 1,600 298 0.186 * Right 0.00 0 155 0.000 ICU: 0.738 Eastbound Through 3.00 5,100 1,278 0.281 * Left 1.00 1,600 72 0.045 LOS: C * Critical Movement Gibson Transportation Consulting, Inc.FP.xls 1-137 Printed 6/25/2018 FUTURE WITH PROJECT CONDITIONS ‐ YEAR 2019 ‐ LONG RANGE CONDITIONS Rocket Express Car Wash Intersection Capacity Utilization Analysis 2. Mabury Street & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 38 0.000 N/S 1: 0.065 * Southbound Through 1.00 1,700 0 0.036 N/S 2: 0.052 Left 0.00 1,600 23 0.014 * E/W 1: 0.275 Right 0.00 0 90 0.000 E/W 2: 0.298 * Westbound Through 3.00 5,100 1,096 0.233 * Left 1.00 1,600 49 0.031 V/C Ratio: 0.363 Right 0.00 0 58 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 2 0.051 *ITS: 0.000 Left 0.00 1,600 26 0.016 Right 0.00 0 88 0.000 ICU: 0.463 Eastbound Through 3.00 5,100 1,155 0.244 Left 1.00 1,600 104 0.065 *LOS: A WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 39 0.000 N/S 1: 0.094 * Southbound Through 1.00 1,700 2 0.032 N/S 2: 0.076 Left 0.00 1,600 13 0.008 * E/W 1: 0.343 Right 0.00 0 46 0.000 E/W 2: 0.350 * Westbound Through 3.00 5,100 1,634 0.329 * Left 1.00 1,600 69 0.043 V/C Ratio: 0.444 Right 0.00 0 76 0.000 Loss Time: 0.100 Northbound Through 1.00 1,700 1 0.086 *ITS: 0.000 Left 0.00 1,600 70 0.044 Right 0.00 0 89 0.000 ICU: 0.544 Eastbound Through 3.00 5,100 1,442 0.300 Left 1.00 1,600 33 0.021 *LOS: A * Critical Movement Gibson Transportation Consulting, Inc.FP ‐ Long Range.xls 1-138 Printed 6/25/2018 FUTURE WITH PROJECT CONDITIONS ‐ YEAR 2019 ‐ LONG RANGE CONDITIONS Rocket Express Car Wash Intersection Capacity Utilization Analysis 3. Sherry Lane/Cabrillo Park Drive & 17th Street Through Lane Capacity: 1700 vph North/South Split Phase: N Left‐Turn Lane Capacity: 1600 vph E/W Split Phase: N Double‐Left Penalty: 20 %Loss Time % per Cycle: 10% Right‐Turn on Red: 50 %ITS Percentage: 0% Overlapping Right Turn: WEEKDAY A.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 41 0.000 N/S 1: 0.093 Southbound Through 1.00 1,700 103 0.085 *N/S 2: 0.183 * Left 1.00 1,600 99 0.062 E/W 1: 0.351 * Right 0.00 0 30 0.000 E/W 2: 0.233 Westbound Through 3.00 5,100 1,019 0.206 Left 1.00 1,600 202 0.126 * V/C Ratio: 0.534 Right 1.00 1,700 111 0.002 Loss Time: 0.100 Northbound Through 1.00 1,700 53 0.031 ITS: 0.000 Left 1.00 1,600 156 0.098 * Right 0.00 0 238 0.000 ICU: 0.634 Eastbound Through 3.00 5,100 912 0.225 * Left 1.00 1,600 43 0.027 LOS: B WEEKDAY P.M. PEAK HOUR Approach Movement Lanes Capacity Volume V/C ICU Analysis Right 0.00 0 68 0.000 N/S 1: 0.113 Southbound Through 1.00 1,700 71 0.082 *N/S 2: 0.268 * Left 1.00 1,600 87 0.054 E/W 1: 0.370 * Right 0.00 0 70 0.000 E/W 2: 0.333 Westbound Through 3.00 5,100 1,346 0.278 Left 1.00 1,600 143 0.089 * V/C Ratio: 0.638 Right 1.00 1,700 132 0.033 Loss Time: 0.100 Northbound Through 1.00 1,700 100 0.059 ITS: 0.000 Left 1.00 1,600 298 0.186 * Right 0.00 0 155 0.000 ICU: 0.738 Eastbound Through 3.00 5,100 1,278 0.281 * Left 1.00 1,600 88 0.055 LOS: C * Critical Movement Gibson Transportation Consulting, Inc.FP ‐ Long Range.xls 1-139 Appendix D Queue Analysis 1-140 Scenario 3: 3: Future without Project AM 6/21/2018 Version 4.00-01 Generated with 0.362Volume to Capacity (v/c): ALevel Of Service: 7.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: SignalizedControl Type: Intersection 2: Mabury St & 17th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 45.0045.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 001001000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach 17th St17th StMabury StMabury StName Intersection Setup 0000Bicycle Volume [bicycles/h] 0000Pedestrian Volume [ped/h] 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 901082288811411043802256226Total Analysis Volume [veh/h] 232717222852610061417Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 901082288811411043802256226Total Hourly Volume [veh/h] 000000000000Right-Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 901082288811411043802256226Base Volume Input [veh/h] 17th St17th StMabury StMabury StName volumes 4Scenario 3: 3: Future without Project AM GTC J1461 - Rocket Express Car Wash 1-141 Scenario 3: 3: Future without Project AM 6/21/2018 Version 4.00-01 Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] 0100010001000100Pedestrian Clearance [s] 050050050050Walk [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 0851001012601900190Split [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 030300303003000300Maximum Green [s] 055055050050Minimum Green [s] --Lead--Lead------Lead / Lag Auxiliary Signal Groups 047083060020Signal group PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode LeadGreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type 130Cycle Length [s] -Signal Coordination Group YesLocated in CBD Intersection Settings 5Scenario 3: 3: Future without Project AM GTC J1461 - Rocket Express Car Wash 1-142 Scenario 3: 3: Future without Project AM 6/21/2018 Version 4.00-01 Generated with 37.1232.549.4724.4020.9625.6013.5419.4395th-Percentile Queue Length [ft] 1.481.300.380.980.841.020.540.7895th-Percentile Queue Length [veh] 20.6218.085.2613.5611.6414.227.5210.7950th-Percentile Queue Length [ft] 0.820.720.210.540.470.570.300.4350th-Percentile Queue Length [veh] YesNoNoNoNoYesNoYesCritical Lane Group AABAABBBLane Group LOS 8.167.6119.446.456.1016.3512.4112.78d, Delay for Lane Group [s/veh] 0.640.640.490.570.570.640.190.27X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.100.566.190.710.364.240.290.47d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.110.110.110.11k, delay calibration 7.067.0613.245.745.7412.1012.1212.30d1, Uniform Delay [s] 6171222587231429161314308c, Capacity [veh/h] 16113192159716163192159715741594s, saturation flow rate [veh/h] 0.240.240.020.260.260.070.040.05(v / s)_i Volume / Saturation Flow Rate 0.380.380.040.450.450.100.090.09g / C, Green / Cycle 111111212322g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] CCLCCLCCLane Group Lane Group Calculations 6Scenario 3: 3: Future without Project AM GTC J1461 - Rocket Express Car Wash 1-143 Scenario 3: 3: Future without Project AM 6/21/2018 Version 4.00-01 Generated with Movement, Approach, & Intersection Results 6.20 6.4516.35 19.44 8.167.7712.4112.78 12.78d_M, Delay for Movement [s/veh]12.4112.78 12.41 A AB ABABBMovement LOS B BBB 7.01 8.07d_A, Approach Delay [s/veh]12.4112.78 A AApproach LOS B B 7.79d_I, Intersection Delay [s/veh] AIntersection LOS 0.362Intersection V/C ----------------Ring 4 ----------------Ring 3 -------------876Ring 2 -------------432Ring 1 Sequence 7Scenario 3: 3: Future without Project AM GTC J1461 - Rocket Express Car Wash 1-144 Scenario 4: 4: Future without Project PM 6/21/2018 Version 4.00-01 Generated with 0.468Volume to Capacity (v/c): ALevel Of Service: 8.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: SignalizedControl Type: Intersection 2: Mabury St & 17th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 45.0045.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 001001000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach 17th St17th StMabury StMabury StName Intersection Setup 0000Bicycle Volume [bicycles/h] 0000Pedestrian Volume [ped/h] 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 46162149891428333921274170Total Analysis Volume [veh/h] 1240512223578101319018Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 46162149891428333921274170Total Hourly Volume [veh/h] 000000000000Right-Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 46162149891428333921274170Base Volume Input [veh/h] 17th St17th StMabury StMabury StName volumes 4Scenario 4: 4: Future without Project PM GTC J1461 - Rocket Express Car Wash 1-145 Scenario 4: 4: Future without Project PM 6/21/2018 Version 4.00-01 Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] 0100010001000100Pedestrian Clearance [s] 050050050050Walk [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 021790197703200320Split [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 030300303003000300Maximum Green [s] 055055050050Minimum Green [s] --Lead--Lead------Lead / Lag Auxiliary Signal Groups 047083060020Signal group PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode LeadGreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type 130Cycle Length [s] -Signal Coordination Group YesLocated in CBD Intersection Settings 5Scenario 4: 4: Future without Project PM GTC J1461 - Rocket Express Car Wash 1-146 Scenario 4: 4: Future without Project PM 6/21/2018 Version 4.00-01 Generated with 63.8956.1518.1359.5653.6913.4014.8844.5895th-Percentile Queue Length [ft] 2.562.250.732.382.150.540.601.7895th-Percentile Queue Length [veh] 35.4931.1910.0733.0929.837.448.2724.7750th-Percentile Queue Length [ft] 1.421.250.401.321.190.300.330.9950th-Percentile Queue Length [veh] YesNoNoNoNoYesNoYesCritical Lane Group AACAACBBLane Group LOS 8.147.5621.058.097.5822.3313.8115.45d, Delay for Lane Group [s/veh] 0.710.710.550.670.670.510.160.44X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.190.625.311.040.536.240.240.90d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.110.110.110.11k, delay calibration 6.956.9515.757.057.0516.0913.5814.55d1, Uniform Delay [s] 800154489762149664323332c, Capacity [veh/h] 16533192159716273192159715501408s, saturation flow rate [veh/h] 0.340.340.030.310.310.020.030.10(v / s)_i Volume / Saturation Flow Rate 0.480.480.060.470.470.040.130.13g / C, Green / Cycle 161621616144g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] CCLCCLCCLane Group Lane Group Calculations 6Scenario 4: 4: Future without Project PM GTC J1461 - Rocket Express Car Wash 1-147 Scenario 4: 4: Future without Project PM 6/21/2018 Version 4.00-01 Generated with Movement, Approach, & Intersection Results 7.73 8.0922.33 21.05 8.147.7513.8115.45 15.45d_M, Delay for Movement [s/veh]13.8115.45 13.81 A AC ACABBMovement LOS B BBB 8.06 8.14d_A, Approach Delay [s/veh]13.8115.45 A AApproach LOS B B 8.50d_I, Intersection Delay [s/veh] AIntersection LOS 0.468Intersection V/C ----------------Ring 4 ----------------Ring 3 -------------876Ring 2 -------------432Ring 1 Sequence 7Scenario 4: 4: Future without Project PM GTC J1461 - Rocket Express Car Wash 1-148 Scenario 7: 7: Future with Project AM 6/21/2018 Version 4.00-01 Generated with 0.366Volume to Capacity (v/c): ALevel Of Service: 7.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: SignalizedControl Type: Intersection 2: Mabury St & 17th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 45.0045.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach 17th St17th StMabury StMabury StName Intersection Setup 0000Bicycle Volume [bicycles/h] 0000Pedestrian Volume [ped/h] 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 901096308811551043802358226Total Analysis Volume [veh/h] 232748222892610061517Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 901096308811551043802358226Total Hourly Volume [veh/h] 000000000000Right-Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 901096308811551043802358226Base Volume Input [veh/h] 17th St17th StMabury StMabury StName volumes 4Scenario 7: 7: Future with Project AM GTC J1461 - Rocket Express Car Wash 1-149 Scenario 7: 7: Future with Project AM 6/21/2018 Version 4.00-01 Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] 0100010001000100Pedestrian Clearance [s] 050050050050Walk [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 085110992502000200Split [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 030300303003000300Maximum Green [s] 055055050050Minimum Green [s] --Lead--Lead------Lead / Lag Auxiliary Signal Groups 047083060020Signal group PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode LeadGreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type 130Cycle Length [s] -Signal Coordination Group YesLocated in CBD Intersection Settings 5Scenario 7: 7: Future with Project AM GTC J1461 - Rocket Express Car Wash 1-150 Scenario 7: 7: Future with Project AM 6/21/2018 Version 4.00-01 Generated with 38.1533.509.9825.7322.1825.9713.9220.1495th-Percentile Queue Length [ft] 1.531.340.401.030.891.040.560.8195th-Percentile Queue Length [veh] 21.1918.615.5514.2912.3214.437.7311.1950th-Percentile Queue Length [ft] 0.850.740.220.570.490.580.310.4550th-Percentile Queue Length [veh] YesNoNoNoNoYesNoYesCritical Lane Group AABAABBBLane Group LOS 8.197.6419.256.546.1816.5012.5012.88d, Delay for Lane Group [s/veh] 0.640.640.490.580.580.650.190.28X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.110.565.940.730.374.290.300.49d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.110.110.110.11k, delay calibration 7.087.0813.315.815.8112.2112.2012.39d1, Uniform Delay [s] 6211230617241430161314307c, Capacity [veh/h] 16123192159716163192159715591588s, saturation flow rate [veh/h] 0.250.250.020.260.260.070.040.05(v / s)_i Volume / Saturation Flow Rate 0.380.380.040.450.450.100.090.09g / C, Green / Cycle 111111313322g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] CCLCCLCCLane Group Lane Group Calculations 6Scenario 7: 7: Future with Project AM GTC J1461 - Rocket Express Car Wash 1-151 Scenario 7: 7: Future with Project AM 6/21/2018 Version 4.00-01 Generated with Movement, Approach, & Intersection Results 6.28 6.5416.50 19.25 8.197.8012.5012.88 12.88d_M, Delay for Movement [s/veh]12.5012.88 12.50 A AB ABABBMovement LOS B BBB 7.09 8.11d_A, Approach Delay [s/veh]12.5012.88 A AApproach LOS B B 7.85d_I, Intersection Delay [s/veh] AIntersection LOS 0.366Intersection V/C ----------------Ring 4 ----------------Ring 3 -------------876Ring 2 -------------432Ring 1 Sequence 7Scenario 7: 7: Future with Project AM GTC J1461 - Rocket Express Car Wash 1-152 Scenario 8: 8: Future with Project PM 6/21/2018 Version 4.00-01 Generated with 0.471Volume to Capacity (v/c): ALevel Of Service: 8.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 2010Analysis Method: SignalizedControl Type: Intersection 2: Mabury St & 17th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 45.0045.0025.0025.00Speed [mph] 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft] 000000000000No. of Lanes in Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach 17th St17th StMabury StMabury StName Intersection Setup 0000Bicycle Volume [bicycles/h] 0000Pedestrian Volume [ped/h] 000000000000Local Bus Stopping Rate [/h] 000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 46163451891442333921376170Total Analysis Volume [veh/h] 1240913223618101319018Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 46163451891442333921376170Total Hourly Volume [veh/h] 000000000000Right-Turn on Red Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 46163451891442333921376170Base Volume Input [veh/h] 17th St17th StMabury StMabury StName volumes 4Scenario 8: 8: Future with Project PM GTC J1461 - Rocket Express Car Wash 1-153 Scenario 8: 8: Future with Project PM 6/21/2018 Version 4.00-01 Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.02.02.00.02.02.00.02.00.00.02.00.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] 0100010001000100Pedestrian Clearance [s] 050050050050Walk [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 021790197703200320Split [s] 0.01.01.00.01.01.00.01.00.00.01.00.0All red [s] 0.03.03.00.03.03.00.03.00.00.03.00.0Amber [s] 030300303003000300Maximum Green [s] 055055050050Minimum Green [s] --Lead--Lead------Lead / Lag Auxiliary Signal Groups 047083060020Signal group PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode LeadGreenOffset Reference 0.0Offset [s] Fully actuatedActuation Type Time of Day Pattern CoordinatedCoordination Type 130Cycle Length [s] -Signal Coordination Group YesLocated in CBD Intersection Settings 5Scenario 8: 8: Future with Project PM GTC J1461 - Rocket Express Car Wash 1-154 Scenario 8: 8: Future with Project PM 6/21/2018 Version 4.00-01 Generated with 65.8657.9718.9762.1356.0713.5515.3445.7695th-Percentile Queue Length [ft] 2.632.320.762.492.240.540.611.8395th-Percentile Queue Length [veh] 36.5932.2110.5434.5131.157.538.5225.4250th-Percentile Queue Length [ft] 1.461.290.421.381.250.300.341.0250th-Percentile Queue Length [veh] YesNoNoNoNoYesNoYesCritical Lane Group AACAACBBLane Group LOS 8.197.6121.168.217.6922.5313.9115.57d, Delay for Lane Group [s/veh] 0.710.710.560.680.680.520.170.44X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.200.625.291.060.546.270.240.92d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.110.110.110.110.110.110.110.11k, delay calibration 6.996.9915.877.147.1416.2613.6714.65d1, Uniform Delay [s] 803155191763149764325333c, Capacity [veh/h] 16533192159716273192159715431414s, saturation flow rate [veh/h] 0.350.350.030.320.320.020.040.10(v / s)_i Volume / Saturation Flow Rate 0.490.490.060.470.470.040.130.13g / C, Green / Cycle 171721616144g_i, Effective Green Time [s] 2.002.002.002.002.002.002.002.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.002.002.00l1_p, Permitted Start-Up Lost Time [s] 4.004.004.004.004.004.004.004.00L, Total Lost Time per Cycle [s] CCLCCLCCLane Group Lane Group Calculations 6Scenario 8: 8: Future with Project PM GTC J1461 - Rocket Express Car Wash 1-155 Scenario 8: 8: Future with Project PM 6/21/2018 Version 4.00-01 Generated with Movement, Approach, & Intersection Results 7.84 8.2122.53 21.16 8.197.8013.9115.57 15.57d_M, Delay for Movement [s/veh]13.9115.57 13.91 A AC ACABBMovement LOS B BBB 8.17 8.21d_A, Approach Delay [s/veh]13.9115.57 A AApproach LOS B B 8.59d_I, Intersection Delay [s/veh] AIntersection LOS 0.471Intersection V/C ----------------Ring 4 ----------------Ring 3 -------------876Ring 2 -------------432Ring 1 Sequence 7Scenario 8: 8: Future with Project PM GTC J1461 - Rocket Express Car Wash 1-156 Appendix E 17th Street & Mabury Street Proposed Striping 1-157 1-158