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Home My WebLink AboutCity Packets - City Council - 09/19/2023 - RegularAgenda Item No:1.5 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Proclamation Agenda Section: Subject: Proclamation recognizing September 2023 as United Way of Denton County - LIVE UNITED Month. (Mayor) Suggested Action: Attachments: United Way of Denton County Proclamation.doc 5 MAYORAL PROCLAMATION WHEREAS,United Way of Denton County celebrates 70 years of impact across Denton County in 2023; and WHEREAS,by working together with supporters and collaborators across Denton County, United Way of Denton County improves access to education, economic mobility, and health & mental health for 42,000 residents annually; and WHEREAS,United Way of Denton County leads the effort to close gaps and open opportunities for every person in Denton County and works with a network of nonprofits, governments, businesses and donors to respond to our neighbor’s immediate needs and seek out better solutions for larger community-wide basis; NOW, THEREFORE,I, Richard Boyer, Mayor of the City of The Colony, do hereby proclaim September 2022 LIVE UNITED Month and proudly join United Way of Denton County in calling on all residents of The Colony to Give, Advocate, and Volunteer as we LIVE UNITED to build a better Denton County for all of us. SIGNED AND SEALED this 19th day of September 2023. __________________________________ Richard Boyer, Mayor City of The Colony, Texas __________________________________ Tina Stewart, TRMC, CMC, City Secretary 6 Agenda Item No:1.6 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Proclamation Agenda Section: Subject: Proclamation recognizing September 17 through September 23, 2023 as "Constitution Week." (Mayor) Suggested Action: Attachments: Constitution Week 2023 Proclamation.doc 7 MAYORAL PROCLAMATION WHEREAS: The Constitution of the United States of America, the guardian of our liberties, embodies the principles of limited government in a Republic dedicated to rule by law; and WHEREAS,September 17, 2023, marks the two hundred and thirty-sixth anniversary of the framing of the Constitution of the United States of America by the Constitutional Convention; and WHEREAS,it is fitting and proper to accord official recognition to this magnificent document and its memorable anniversary, and to the patriotic celebrations which will commemorate it; and WHEREAS, Public Law 915 guarantees the issuing of a proclamation each year by the President of the United States of America, designating September 17th through 23rd as Constitution Week. NOW, THEREFORE,I, Richard Boyer, by virtue of the authority vested in me as Mayor of the City of The Colony,in the State ofTexas, do hereby proclaim the week of September 17 through 23 as: CONSTITUTION WEEK and join with members of the Daughters of the Revolution, Sarah Kincaid Cook Chapter, to ask our citizens to reaffirm the ideals the Framers of the Constitution commissioned in 1787, by vigilantly protecting the freedoms guaranteed to us through this guardian of our liberties. IN WITNESS WHEREOF, I have hereunto set my hand and seal of the City of The Colony, Texas, to be affixed this 19th day of September, 2023. Richard Boyer, Mayor City of The Colony 8 Agenda Item No:1.7 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Megan Charters Submitting Department: Library Item Type: Announcement Agenda Section: Subject: Receive presentation from the Library regarding KultureCity Sensory Inclusive Certification. (Charters) Suggested Action: Attachments: 9 Agenda Item No:1.8 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Discussion Agenda Section: Subject: Items of Community Interest Suggested Action: Attachments: 10 Agenda Item No:1.9 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Presentation Agenda Section: Subject: Receive presentation from the Library regarding upcoming events and activities. (Charters) Suggested Action: Attachments: 11 Agenda Item No:3.1 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Joe Perez Submitting Department: General Admin Item Type: Discussion Agenda Section: Subject: Discuss and provide direction to staff regarding short-term rental ordinance revisions. (Perez) Suggested Action: Attachments: 12 Agenda Item No:3.2 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Discussion Agenda Section: Subject: Council to provide direction to staff regarding future agenda items. (Council) Suggested Action: Attachments: 13 Agenda Item No:4.1 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Minutes Agenda Section: Subject: Consider approving City Council Regular Session meeting minutes from September 5, 2023. (Stewart) Suggested Action: Attachments: September 5, 2023 DRAFT Minutes.docx 14 1 These items are strictly public service announcements. Expressions of thanks, congratulations or condolences; information regarding holiday schedules; honorary recognition of city officials, employees or other citizens; reminders about upcoming events sponsored by the City or other entity that are scheduled to be attended by a city official or city employee. No action will be taken and no direction will be given regarding these items. MINUTES OF THE CITY COUNCIL REGULAR SESSION HELD ON SEPTEMBER 5, 2023 The Regular Session of the City Council of the City of The Colony, Texas, was called to order at 6:30 p.m. on the 5 th day of September 2023, at City Hall, 6800 Main Street, The Colony, Texas, with the following roll call: Richard Boyer, Mayor Judy Ensweiler, Councilmember Robyn Holtz, Councilmember Brian Wade, Mayor Pro Tem David Terre, Councilmember Perry Schrag, Deputy Mayor Pro Tem Joel Marks, Councilmember Present Present Present Present Present Present (Absent) Personal And with 6 councilmembers present a quorum was established and the following items were addressed: 1.0 ROUTINE ANNOUNCEMENTS, RECOGNITIONS and PROCLAMATIONS 1.1 Call to Order Mayor Boyer called the meeting to order at 6:30 p.m. 1.2 Invocation Father Joy Joseph with Holy Cross Catholic delivered the invocation. 1.3 Pledge of Allegiance to the United States Flag The Pledge of Allegiance to the United States Flag was recited. 1.4 Salute to the Texas Flag Salute to the Texas Flag was recited. 1.5 Proclamation recognizing September 2023 as “Suicide Prevention Awareness Month.” Mayor recognized the month of September as “Suicide Prevention Awareness Month.” Sherri McCarthy on behalf of Zero Suicide Work Taskforce at Denton County’s MHMR Center, accepted the proclamation. 1.6 Proclamation recognizing the first full week of September 2023 as “Payroll Week.” Mayor recognized the first week of September 2023 as “Payroll Week.” Payroll Manager, Dolores Hunter, accepted the proclamation. 1.7 Memorial Proclamation in Honor of Sandra Shearer Timmerman in recognition of her service to The Colony. Mayor presented a memorial proclamation to the family of Sandra Shearer Timmerman for her dedicated services to The Colony. 15 City Council – Regular Meeting Agenda September 5, 2023 Page| 2 1.8 Items of Community Interest 1.8.1 Receive presentation from Parks and Recreation regarding upcoming events and activities. Special Events Supervisor, Lindsey Stansell, provided upcoming events and activities to the Council. 2.0 CITIZEN INPUT None. 3.0 WORK SESSION 3.1 Council to provide direction to staff regarding future agenda items. None. 4.0 CONSENT AGENDA Motion to approve all items from the Consent Agenda with the exception of Agenda Item No 4.9 – Wade; second by Ensweiler, motion carried with all ayes. 4.1 Consider approving City Council Regular Session meeting minutes from August 15, 2023. 4.2 Consider approving Council expenditures for July 2023. 4.3 Consider approving a resolution authorizing the City Manager to execute a Municipal Building #5 Lease Agreement with Lakeside Community Theater for the Fiscal Year 2023-24. RESOLUTION NO. 2023-058 4.4 Consider approving a resolution authorizing the City Manager to execute a Government Center Lease Agreement with American Legion Holley-Riddle Post 21 for the Fiscal Year 2023-24. RESOLUTION NO. 2023-059 4.5 Consider approving a resolution authorizing the City Manager to execute a Trinity North Lease Agreement with The Colony Chamber of Commerce for the Fiscal Year 2023-24. RESOLUTION NO. 2023-060 16 City Council – Regular Meeting Agenda September 5, 2023 Page| 3 4.6 Consider approving a resolution authorizing the Mayor to execute a Joint Election Agreement and Contract for election services with Denton County Elections for the November 7, 2023 General Election. RESOLUTION NO. 2023-061 4.7 Consider approving a resolution authorizing the City Manager to issue a purchase order to Holiday Chevrolet for an amount of $61,890.00 for the purchase of a Chevrolet Silverado through the Tarrant County Cooperative Contract #2023-016. RESOLUTION NO. 2023-062 4.8 Consider approving a resolution authorizing the City Manager to execute a contract with Tyler Technologies for the upgrade of Incode software for Finance, Utility Billing and Municipal Court in the amount of $120,290. RESOLUTION NO. 2023-063 ***Item No. 4.9 was pulled from the consent agenda for separate discussion.*** 4.9 Consider approving a resolution authorizing the City Manager to execute a Construction Services Contract in the amount of $1,906,293.00 with Urban Infraconstruction for the Phase 13B Concrete Street Repair Project. Motion to approve- Ensweiler; second by Holtz, motion carried with all ayes. RESOLUTION NO. 2023-064 5.0 REGULAR AGENDA ITEMS 5.1 Conduct a public hearing on short-term rentals. Mayor announced that this will be the 5th and final public hearing to take input on the item. He requested for Council to provide questions and/or suggestions to Deputy City Manager, Joe Perez, by the next meeting for further discussion. The public hearing opened at 7:04 p.m. and closed at 7:31 p.m. Alex Eicke, 7305 Elm Street, appeared and spoke in favor of this item. Christopher Scott, 5080 Alpha Drive, appeared and spoke in favor of this item. Christina Jones, 5053 Lake Vista Drive, appeared and spoke in favor of this item. Kalind McKain, 5768 Rutledge Drive, appeared and spoke in favor of this item. 17 City Council – Regular Meeting Agenda September 5, 2023 Page| 4 Clayton Moore, 3801 Overlook Court - provided input via online. Mayor read his comments for the record. Analisa Fink, 3809 Overlook Court, appeared and suggested amending the current ordinance for it. Luther Huggins, 5229 Worley Drive, appeared and spoke in favor of this item. Phillip Leon, 5217 Young, appeared and spoke in favor of this item. 5.2 Conduct a public hearing, discuss and consider an ordinance regarding a zoning change from Heavy Commercial (HC) zoning district to General Retail (GR) zoning district, being Lots 47-55, Block 1, Garza-Little Elm Lake Estates, and being approximately 0.66 acres (28,914 sf) of land in the Garza-Little Elm Lake Estates, and being located southwest of the intersection of East Lake Highlands and Elm Street. Director of Planning, Isaac Williams, gave an overview of this item. The public hearing opened and closed at 7:41 p.m. with no speakers. Motion to approve– Terre; second by Ensweiler, motion carried with all ayes. ORDINANCE NO. 2023-2523 5.3 Conduct a public hearing, discuss and consider an ordinance regarding the approval of a Gateway Standards Waiver from (1) Section 10A-900(c)(5)(F) allowing a canopy of eighteen (18) feet one (1) inch where sixteen (16) feet is permitted. The subject site being located southwest of the intersection of East Lake Highlands and Elm Street. Director of Planning, Isaac Williams, gave an overview of this item. The public hearing opened at 7:44 p.m. and closed at 7:45 p.m. Alex Eicke, 7305 Elm Street, appeared and spoke against this item. Motion to approve– Wade; second by Terre, motion carried with all ayes. ORDINANCE NO. 2023-2524 5.4 Conduct a public hearing, discuss and consider an ordinance to amend (Ordinance 2022-2464) Planned Development-18 (PD-18) and Planned Development-23 (PD- 23) District aka The Tribute, by modifying Exhibit B “Development Regulations for PD-18 and PD-23,” updating the Concept Plan townhome development elevations for “Chelsea Green at the Tribute” an approximately 29.691 acre area 18 City Council – Regular Meeting Agenda September 5, 2023 Page| 5 located southwest of the intersection of the intersection of Bridge Lane and Lebanon Road within the Tribute Community. Director of Planning, Isaac Williams, gave an overview of this item. The public hearing opened at 7:53 p.m. and closed at 7:55 p.m. with no speakers. Motion to approve– Terre; second by Wade, motion carried with all ayes. ORDINANCE NO. 2023-2525 5.5 Discuss and consider approving a resolution amending the Fiscal Year 2022-2023 Master Fee Schedule for the Fiscal Year 2023-2024, effective October 1st, 2023. Assistant City Manager, Tim Miller, gave an overview of this item. Motion to approve as amended – Wade; second by Ensweiler, motion carried with all ayes. RESOLUTION NO. 2023-065 5.6 Conduct the first of two public hearings, discuss and consider the City of The Colony Fiscal Year Budget beginning October 1, 2023 through September 30, 2024; providing for intra and inter departmental fund transfers; providing that expenditures for said Fiscal Year to be made in accordance with said budget. Assistant City Manager, Tim Miller, gave an overview of this item. The public hearing opened and closed at 8:08 p.m. with no speakers. 5.7 Conduct a public hearing and discuss the proposed 2023-2024 tax rate not to exceed $0.64000 cents per $100 valuation for the taxable value of real and personal property located within the City of The Colony, and announce that the tax rate will be voted on September 19th, 2023 at 6:30 p.m. at The Colony City Hall, 6800 Main Street. Assistant City Manager, Tim Miller, presented this item. The public hearing opened and closed at 8:12 p.m. with no speakers. 5.8 Conduct a public hearing concerning the Public Improvement District Annual Assessment on properties located within the City of The Colony Public Improvement District No. 1 for the Fiscal Year 2023-24. Executive Business Liaison, Jeremie Maurina, gave an overview of this item. The public hearing opened and closed at 8:16 p.m. with no speakers. 19 City Council – Regular Meeting Agenda September 5, 2023 Page| 6 5.9 Discuss and consider approving an ordinance canceling the November 7, 2023 Place 3 and Place 6 Elections, and declaring the unopposed candidates to Place 3 and Place 6 elected to office. Council provided discussion on this item. Motion to approve– Holtz; second by Ensweiler, motion carried with all ayes. ORDINANCE NO. 2023-2526 Executive Session was convened at 8:20 p.m. 6.0 EXECUTIVE SESSION 6.1 A. Any action as a result of executive session regarding economic development prospect and Billingsley Development Corporation Agreement, and deliberate commercial or financial information the City has received from a business prospect, and to deliberate the offer of a financial or other incentive to a business prospect. B. Council shall convene into a closed executive session pursuant to Section 551.071 of the Texas Government Code to seek legal advice from the city attorney regarding utility issues concerning Beach and Tennis Club HOA. C. Council shall convene into a closed executive session pursuant to Section 551.071 of the Texas Government Code to seek legal advice from the city attorney regarding The Colony Economic Development Corporation and The Colony Community Development Corporation. D. Council shall convene into a closed executive session pursuant to Section 551.074 of the Texas Government Code to deliberate the appointment, employment, evaluation, reassignment, duties, discipline, or dismissal of the City Secretary. Regular Session was reconvened at 10:37 p.m. 7.0 EXECUTIVE SESSION ACTION 7.1 A. Any action as a result of executive session regarding economic development prospect and Billingsley Development Corporation Agreement, and deliberate commercial or financial information the City has received from a business prospect, and to deliberate the offer of a financial or other incentive to a business prospect. No Action B. Any action as a result of executive session regarding legal advice from the city attorney regarding utility issues concerning Beach and Tennis Club HOA. No Action 20 City Council – Regular Meeting Agenda September 5, 2023 Page| 7 C. Any action as a result of executive session regarding legal advice from the city attorney regarding The Colony Economic Development Corporation and The Colony Community Development Corporation. No Action D. Any action as a result of executive session regarding the appointment, employment, evaluation, reassignment, duties, discipline, or dismissal of the City Secretary. Motion to amend the City Secretary contract terms as discussed in executive session-Wade; second by Ensweiler, motion carried with all ayes. ADJOURNMENT With there being no further business to discuss the meeting adjourned at 10:38 p.m. APPROVED: __________________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: _____________________________________ Tina Stewart, TRMC, CMC, City Secretary 21 Agenda Item No:4.2 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Joe Perez Submitting Department: General Admin Item Type: Resolution Agenda Section: Subject: Consider approving a resolution authorizing the City Manager to execute the Fiscal Year 2023-24 contract for services with SPAN, INC, in the amount of $91,114.00 to provide nutrition, transportation and social services within The Colony. (Perez) Suggested Action: Attachments: 2023-24 SPAN contract agenda narrative.docx The Colony - SPAN Agreement.docx Res. 2023-xxx SPAN Contract for Services.doc 22 This item is to consider adopting the proposed 2023-24 SPAN service contract. This is the eighth service contract brought before Council to consider between The Colony and SPAN. As SPAN staff mentioned at their latest presentation to Council, there are CARES act funding dollars still available for them to cover transportation costs for approximately half of the contract term. They estimate the funds will be depleted by early 2024. At that point, they will begin drawing down on the transportation allocation within this service agreement. The funding requests proposed in the 2023-24 contract are for items covered in previous contracts that are unique to The Colony’s service contract with SPAN. Program areas include senior center trip reimbursements, meals on wheels programming and a discretionary/unforeseen costs for SPAN’s service delivery not to exceed $7500. This section of contract covers discretionary/unforeseen costs for SPAN’s service delivery (with prior CM office staff approval) to residents of The Colony as well as to cover costs associated with Next Steps and/or for residents who do not otherwise qualify for a reduced or covered trip because of a Federal or State mandate within the contract year. With that said, the total funding request for the 23-24 contract is $91,114.00 23 STATEOFTEXAS § COUNTY OF DENTON § SERVICE AGREEMENT THIS SERVICE AGREEMENT ("Agreement") is entered into by and between the CITY OF THE COLONY, TEXAS ("CITY"), acting by and through its duly authorized designee, and SPAN, INC., a Texas non-profit corporation ("SPAN”), operating in Denton County, Texas as an organization described in Section 501(c)(3) of the Internal Revenue Code, acting by and through its duly authorized Executive Director. The CITY or SPAN may hereinafter be referred to individually as a “Party” or collectively as “Parties.” RECITALS: WHEREAS,SPAN enables people to live as fully and independently as possible by providing nutrition, transportation and social services to older persons, persons with disabilities, veterans, and the general public; and WHEREAS,the success of or failure of the SPAN's purposes and goals has a relation to the health and welfare of the citizens of the CITY; and WHEREAS,the CITY is charged with the responsibility of promoting and preserving the health, safety, peace, good government, and welfare of its citizens; and WHEREAS,the CITY recognizes that it needs transportation alternatives for its elderly, and disabled citizens to seek routine medical care and to deal with daily routine matters, and the CITY desires to assist and provide public transportation to said citizens; and WHEREAS,CITY desires to engage SPAN as an independent contractor, and not as a joint venture, partnership, or employee, to provide the transportation services described herein; and WHEREAS,SPAN is recognized as a non-profit corporation, authorized under the Texas Transportation Code to provide this type of transportation to municipalities found in whole or in part within Denton County, Texas; and WHEREAS,SPAN desires to provide transportability services for CITY on the terms and conditions set forth in this Agreement. 24 NOW THEREFORE,in exchange for the mutual covenants set forth herein, and other valuable consideration, the sufficiency and receipt of which are hereby acknowledged, the Parties agree as follows: Article I Term 1.01. This Agreement shall commence on October 1, 2023 ("Effective Date") and continue until September 30, 2024. 1.02. Either Party may terminate this Agreement by giving thirty (30) days prior written notice to the other Party, subject to federal requirements related to public transportation. Article II Service 2.01. In accordance with this Agreement, SPAN shall provide door-to-door demand response transit services to the CITY’s residents who are sixty (60) years of age or older and persons with documented disabilities, or sixty-five (65) years or older and persons with documented disabilities when 5310 funds are used in support of this Agreement ("Riders"). 2.02. Riders shall be picked up within service area and taken anywhere in the SPAN/CITY transit service destination area shown on Exhibit "A" hereto (“Service Area”), at a cost to the Riders of Three Dollars ($3.00). The Riders shall remit the total fare recited in this section at or prior to the time the service is rendered. SPAN Transportation policy and procedures are attached hereto and incorporated herein as Exhibit "B" ("the Policy"). 2.03. Situations may arise when Riders call and request service that is not identified as a part of the Service Area. SPAN may make a request to the CITY’s appointed representative to accommodate the Rider by temporarily transporting outside of the Service Area. The Service Area may be more permanently amended at the request of either Party, if both Parties mutually agree to such amendment of Exhibit A in writing. 2.04. Riders may call at least one (1) day in advance, but no more than two (2) weeks in advance, to set up appointments for pick-up and drop off. Riders may schedule a ride by calling SPAN'S Transportation Office at 940-382-1900, weekdays between the hours of 8:00 a.m. and 2:00 p.m. 2.05. Demand response transit service is available between the hours of 7:00 a.m. and 6:00 p.m., Monday through Friday, excluding Saturday, Sunday, major holidays and subject to capacity constraints and availability. Article III Schedule of Work 25 3.01. SPAN shall provide all equipment, facilities, qualified employees, training, and insurance necessary to establish a demand response transit service for the Riders. SPAN shall further establish, operate, and maintain an accounting system for this program that will allow for a tracking of services provided to Riders and a review of the financial status of the program. SPAN shall also track and break down the information regarding the number of one-way trips it provides to Riders. 3.02. SPAN will be responsible for verifying and documenting the eligibility of Riders. SPAN reserves the right to determine on an individual basis whether SPAN has the capability to safely transport a Rider, based on the information provided. If SPAN determines that a Rider cannot safely be transported, SPAN shall decline transportation and shall provide documentation as to the reason why service was declined. 3.03. The CITY shall have the right to review the activities and financial records kept incident to the services provided to the Riders by SPAN under this Agreement. In addition, SPAN shall provide monthly ridership information to the CITY appointed designee specifically identifying the number of Rider trips including rider origination, destination, and purpose. 3.04. SPAN will inform riders that their trips to the doctor or dentist’s office, drug store or other location may qualify as a Medicaid eligible trip. SPAN will direct potential Medicaid eligible riders to call Texas Health and Human Services to schedule free transportation through Medicaid by calling toll free 1-877-633-8747 (TTY: 1-800-735-2989) or 1-877-MED-TRIP, Monday through Friday between 8:00 a.m. and 5:00 p.m., at least two days before their appointment or trip. Article IV Compensation and Method of Payment Transportation Local Subsidy 4.01 SPAN received CARES Act federal funding for transportation operations expenses, which allows for 100% reimbursement from the federal government for operations expenses without the need for local funding match from the CITY as long as these funds are available (the funds are expected to be fully depleted by the first quarter of 2024). SPAN’s demand response transportation will be provided to the CITY without fee until CARES Act funding is expended. 4.02. After CARES Act funding has been depleted, the CITY agrees to pay a reasonable fee for service of $20.24 per trip. The projected trip count for January 1, 2024 – September 30, 2024 is 3,390 with an annual FY 2024 CITY contribution not to exceed Sixty-Eight Thousand Six Hundred Fourteen and No/100 Dollars ($68,614.00). Riders shall pay SPAN a price per one-way trip of Three Dollars ($3.00), to be collected by SPAN at the time of such trip. 4.03. The Fee is based on an average of Three Hundred Seventy-Seven (377) one-way trips per month. If fewer than Three Hundred Seventy-Seven (377) one-way trips are used in any 26 given month, the accrued trips shall continue to roll forward monthly until the end of this Agreement. 4.04. SPAN will notify and work with the CITY if demand is higher than projected and amend the contribution amount if agreed to by both parties of the Agreement. 4.05. It is further understood and agreed that the service provided hereunder shall be secondary to and not in lieu of or as a substitute for transportation services available through or funded by Medicare and/or Medicaid or any other program, insurance, or provider. 4.06. If an otherwise eligible Rider contacts SPAN for service and the Rider’s trip does not qualify for payment by the CITY under this Agreement and/or there are no remaining trips or funding available under this Agreement for such trip, SPAN may offer its service to such Rider in the Service Area at the total cost of Twenty Dollars and Twenty-Four Cents ($20.24) per one- waytrip, which is tobecollected by SPAN at the time of such trip. Article V Senior Fare Reimbursement 5.01. The CITY hereby agrees to pay an amount not to exceed Seven Thousand Five Hundred Dollars ($7,500.00)as reimbursement for CITY residents’ transportation/fares to and from the Senior Center. This amount is based on Two Thousand Five Hundred (2,500) fares at a cost of Three Dollars ($3.00) per trip. 5.02. Reimbursement of Senior Center fares shall be processed twice a year: SPAN will invoice the CITY in May 2024 for rides/trip counts for October 2023- March 2024. SPAN will invoice the CITY in October 2024 for rides/trip counts for April 2024- September 2024. Article VI Meal Reimbursement for Congregate and Home Delivered 6.01. SPAN provides Federal Administration on Aging Title III food and educational nutrition programs by serving meals at senior centers (congregate meals) and delivering meals to homebound seniors. SPAN agrees to provide such services to eligible CITY residents. 6.02. For the operation and provision of the services described in this Article VI, the CITY shall pay SPAN the sum of Seven Thousand Five Hundred Dollars ($7,500)upon execution of this Agreement. Article VII Discretionary Funds and Next Steps Program 7.01. For the operation and provision of the services described in subsections (a) and (b) of this Article VII, the CITY shall make available to SPAN a sum not to exceed Seven Thousand Five Hundred Dollars ($7,500.00)upon execution of this Agreement. 27 (a) Reimbursement for transportation/fares for clients who are participating in The Colony Next Steps 501c3. (b) Per authorization of CITY Manager or other CITY designee, reimbursement for discretionary costs associated with the delivery of SPAN’s services in general, as well as for residents of The Colony who otherwise do not qualify for SPAN’s services due to federal or state funding regulations and guidelines. Article VIII Devotion of Time, Personnel, and Equipment 8.01. SPAN shall devote such time as reasonably necessary for the satisfactory performance of the services under this Agreement. Should CITY require additional services not included under this Agreement, SPAN shall make reasonable effort to provide such additional services within the time schedule without decreasing the effectiveness of the performance of services required under this Agreement and shall be compensated for such additional services on a time and materials basis, in accordance with SPAN' s standard hourly rate schedule, or as otherwise agreed between the Parties. 8.02. To the extent reasonably necessary for SPAN to perform the services under this Agreement, SPAN shall be authorized to engage the services of any agents, assistants, persons, or corporations that SPAN may deem proper to aid or assist in the performance of the services under this Agreement. The cost of such personnel and assistance shall be included as part of the total compensation to be paid SPAN hereunder and shall not otherwise be reimbursed by CITY unless otherwise agreed to in writing. 8.03. The CITY shall not be required to furnish any facilities, equipment, or personnel necessary to perform the services required under this Agreement unless otherwise provided herein. The Services provided under this Agreement are based on availability. 8.04 SPAN reserves the right to suspend or terminate Riders who violate SPAN’s policies and procedures. Article IX Miscellaneous 9.01. Entire Agreement. This Agreement constitutes the sole and only agreement between the Parties and supersedes any prior understandings written or oral agreements between the Parties with respect to this subject matter. 9.02. Assignment. Neither Party may assign this Agreement without the prior written consent of the other Party. 9.03. Successor and Assigns. Subject to the provisions regarding assignment, this Agreement shall be binding on and inure to the benefit of the Parties to it and their respective 28 heirs, executors, administrators, legal representatives, successors, and assigns. 9.04. Mediation. In the event of any dispute regarding this Agreement or the terms contained herein, the Parties hereto agree that they shall submit such dispute to non-binding mediation, prior to any litigation being filed. 9.05. Governing Law. The laws of the State of Texas shall govern this Agreement without regard to any conflict of law rules; and venue for any action concerning this Agreement shall be in Denton County, Texas or the Federal courts having jurisdiction over claims arising in Denton County, Texas. The Parties agree to submit to the personal and subject matter jurisdiction of said court. 9.06. Amendments. This Agreement may be amended by the mutual written agreement of the Parties. 9.07. Severability. In the event any one or more of the provisions contained in this Agreement shall for any reason be held to be invalid, illegal, or unenforceable in any respect, such invalidity, illegality, or unenforceability shall not affect any other provisions, and the Agreement shall be construed as if such invalid, illegal, or unenforceable provision had never been contained in it. 9.08. Independent Contractor. It is understood and agreed by and between the Parties that SPAN, in satisfying the conditions of this Agreement, is acting independently. All services to be performed by SPAN pursuant to this Agreement shall be in the capacity of an independent contractor, and not as an agent or employee of CITY. SPAN shall supervise the performance of its services and shall be entitled to control the manner and means by which its services are to be performed, subject to the terms of this Agreement. Nothing contained herein shall constitute or provide for as a waiver of the CITY’s immunity under state or federal law. 9.09. Notice. Any notice required or permitted to be delivered hereunder may be sent by electronic mail, first class mail, overnight courier or by confirmed telefax or facsimile to the address specified below, or to such other Party or address as either Party may designate in writing, and shall be deemed received three (3) days after delivery set forth herein: If intended for CITY: CITY Designee The Colony, Texas 6800 Main Street The Colony, Texas 75056 972-624-3152 If intended for SPAN: Michelle McMahon Executive Director Span, Inc. 1800 Malone Street 29 Denton, Texas 76201 940-382-2224 - Office 9.10. Insurance. (a)SPAN shall during the term hereof maintain in full force and effect the following insurance: (1) a comprehensive commercial general liability policy of insurance for bodily injury, death, and property damage insuring against all claims, demands or actions relating to SPAN' s performance of services pursuant to this Agreement with a minimum combined single limit of not less than $1,000,000.00 per occurrence for injury to persons (including death), and for property damage with an aggregate of $2,000,000.00. (2) policy of automobile liability insurance covering any vehicles owned and/or operated by SPAN, its officers, agents, and employees, and used in the performance of this Agreement with policy limits of not less than $5,000,000.00 combined single limit and aggregate for bodily injury and property damage. (3) statutory Worker's Compensation Insurance at the statutory limits and Employers Liability covering all of SPAN' s employees involved in the provision of services under this Agreement with policy limit of not less than $500,000.00; and (b) All policies of insurance shall be endorsed and contain the following provisions: (1) provide CITY, its officers, and employees with indemnification under all applicable coverage except for Workers Compensation Insurance. (2) provide for at least thirty (30) days prior written notice to CITY for cancellation of the insurance. (3) provide for a waiver of subrogation against CITY for injuries, including death, property damage, or any other loss to the extent the same is covered by the proceeds of insurance. SPAN shall provide written notice to CITY of any material change of or to the insurance required herein. (c) All insurance companies providing the required insurance shall be authorized to transact business in Texas. (d) A certificate of insurance and copies of the policy endorsements evidencing the required insurance shall be submitted prior to commencement of services and upon request by CITY. 9.11. In performing services under this Agreement, the relationship between the CITY and SPAN is that of an independent contractor. No term or provision of this Agreement or act of SPAN in the performance of this Agreement shall be construed as making SPAN the agent, 30 servant, or employee of the CITY. It is expressly understood that the CITY assumes no operational supervision, control or oversight to the services provided under this Agreement. CITY does not have any ownership or beneficial interest in the business; and does not share any profits or losses generated from the business. 9.12. Indemnification. CITY SHALL NOT BE LIABLE FOR ANY LOSS, DAMAGE, OR INJURY OF ANY KIND OR CHARACTER TO ANY PERSON OR PROPERTY ARISING FROM THE SERVICES OF SPAN PURSUANT TO THIS AGREEMENT. SPAN HEREBY WAIVES ALL CLAIMS AGAINST CITY, ITS OFFICERS, AGENTS, AND EMPLOYEES (COLLECTIVELY REFERRED TO IN THIS SECTION AS "CITY") FOR DAMAGE TO ANY PROPERTY OR INJURY TO, OR DEATH OF, ANY PERSON ARISING AT ANY TIME AND FROM ANY CAUSE OTHER THAN THE NEGLIGENCE OR WILLFUL MISCONDUCT OF CITY OR BREACH OF CITY’S OBLIGATIONS HEREUNDER. SPAN AGREES TO INDEMNIFY AND SAVE HARMLESS CITY FROM AND AGAINST ANY AND ALL LIABILITIES, DAMAGES, CLAIMS, SUITS, COSTS (INCLUDING COURT COSTS, REASONABLE ATTORNEYS' FEES AND COSTS OF INVESTIGATION) AND ACTIONS OF ANY KIND BY REASON OF INJURY TO OR DEATH OF ANY PERSON OR DAMAGE TO OR LOSS OF PROPERTY TO THE EXTENT CAUSED BY SPAN'S NEGLIGENT PERFORMANCE OF SERVICES UNDER THIS AGREEMENT OR BY REASON OF ANY NEGLIGENT ACT OR OMISSION ON THE PART OF SPAN, ITS OFFICERS, DIRECTORS, SERVANTS, EMPLOYEES, REPRESENTATIVES, CONSULTANTS, LICENSEES, SUCCESSORS OR PERMITTED ASSIGNS (EXCEPT WHEN SUCH LIABILITY, CLAIMS, SUITS, COSTS, INJURIES, DEATHS OR DAMAGES ARISE FROM OR ARE ATTRIBUTED TO NEGLIGENCE OF CITY, IN WHOLE OR IN PART, IN WHICH CASE SPAN SHALL INDEMNIFY CITY ONLY TO THE EXTENT OR PROPORTION OF NEGLIGENCE ATTRIBUTED TO SPAN AS DETERMINED BY A COURT OR OTHER FORUM OF COMPETENT JURISDICTION). SPAN'S OBLIGATIONS UNDER THIS SECTION SHALL NOT BE LIMITED TO THE LIMITS OF COVERAGE OF INSURANCE MAINTAINED OR REQUIRED TO BE MAINTAINED BY SPAN UNDER THIS AGREEMENT. THIS PROVISION SHALL SURVIVE THE TERMINATION OF THIS AGREEMENT. 9.13. Confidentiality Clause. Subject to the requirements of the Texas Public Information Act or as required by Court order, both Parties agree to endeavor to take all reasonable measures to keep in confidence the execution, terms and conditions as well as performance of this Agreement, and the confidential data and information of any Party that another Party may know or access during performance of this Agreement (“Confidential Information”), and shall not disclose, make available or assign such Confidential Information to any third party without the prior written consent of the Party providing the information except as required by the Texas Public Information Act or Court order. 9.14. Counterparts. This Agreement may be executed by the Parties hereto in separate counterparts, each of which when so executed and delivered shall be an original, but all such counterparts shall together constitute one and the same instrument. Each counterpart may consist of any number of copies hereof each signed by less than all, but together signed by all the Parties hereto. 31 9.15. Exhibits. The exhibits attached hereto are incorporated herein and made a part hereof for all purposes. 9.16. Survival of Covenants. Any of the representations, warranties, covenants, and obligations of the Parties, as well as any rights and benefits of the Parties, pertaining to a period of time following the termination of this Agreement shall survive termination. EXECUTED this ______ day of ___________________, 2023 CITY OF THE COLONY, TEXAS By: _________________________________ Troy Powell, City Manager ATTEST: By: _________________________________ Tina Stewart, Secretary EXECUTED this ______ day of ___________________, 2023 SPAN, INC By: _________________________________ Michelle McMahon, Executive Director 32 EXHIBIT A SERVICE AREA All of Denton County. 33 EXHIBIT B TRANSPORTATION POLICIES AND PROCEDURES Attached as separate document, which may be amended from time to time. 34 CITY OF THE COLONY, TEXAS RESOLUTION NO. 2023-_____ A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, AUTHORIZING THE CITY MANAGER TO EXECUTE A CONTRACT FOR SERVICES BY AND BETWEEN THE CITY OF THE COLONY AND SPAN, INC.; PROVIDING AN EFFECTIVE DATE NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: Section 1.That the City Council of the City of The Colony, Texas, has duly reviewed and considered the CONTRACT FOR SERVICES by and between the City of The Colony and SPAN, INC. for the purpose of providing nutrition, transportation and social services to older persons, persons with disabilities, and veterans. Section 2. That this Contract for Services attached hereto as Exhibit “A”, is found to be acceptable and in the best interest of the City and its citizens, and the City Manager is hereby authorized to execute the Contract on behalf of the City of The Colony, Texas, with the terms and conditions as stated therein. Section 3.That this resolution shall take effect immediately from and after its passage. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS THIS 19TH DAY OF SEPTEMBER 2023. ____________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: ___________________________________ Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: _____________________________________ Jeffrey L. Moore, City Attorney 35 Agenda Item No:4.3 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: Police Item Type: Ordinance Agenda Section: Subject: Consider approving an ordinance repealing Chapter 13, Article III, Sections 13-31 through 13-37 of the Code of Ordinances, entitled "Curfew Hours for Minors". 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. / 0 1 2 3 4 5 -, -- -. -/ -0 -1 -2 -3 -4 -5 ., .- .. ./ .0 .1 .2 .3 D*>*=Jk*=-4-5 4 40 [[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[[ ====Lnaoe‘ajp kb pda Oaj]pa Ola]gan kb pda Dkqoa====== E _anpebu pd]p D*>*Jk*-4-5 s]o l]ooa‘^u pda Dkqoa kj I]u 0( .,./(^u pda bkhhksejc rkpa6==Ua]o --0(J]uo .4(-lnaoajp(jkp rkpejc* [[[[[[[[[[[[[[[[[[[[[[[[[[[[[[ ?deab ?hang kb pda Dkqoa=== E _anpebu pd]p D*>*Jk*-4-5 s]o l]ooa‘^u pda Oaj]pa kj I]u -3(.,./(^u pda bkhhksejc rkpa6==Ua]o /-(J]uo ,* [[[[[[[[[[[[[[[[[[[[[[[[[[[[[[ Oa_nap]nu kb pda Oaj]pa==== =LLNKRA@6==[[[[[[[[[[[[[[[[[[[[[ ====================@]pa========== ===========[[[[[[[[[[[[[[[[[[[[[ ==================Ckranjkn======= D*>*=Jk*=-4-5 5 41 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 - ______ AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, REPEALING CHAPTER 13, ARTICLE III, SECTIONS 13-31 THROUGH 13-37 OF THE CODE OF ORDINANCES, ENTITLED “CURFEW HOURS FOR MINORS”; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS,in the 2023 Texas Legislative Session, the Texas Legislature approved House Bill 1819 (2023), which in pertinent part provides that a political subdivision may not adopt or enforce an order, ordinance, or other measure that imposes a curfew to regulate the movements or actions of persons younger than 18 years of age; and WHEREAS, the City Council of the City of The Colony, Texas, had previously passed and adopted an ordinance which provides for “Curfew Hours for Minors” establishing such curfew hours and penalties for violations thereof; and WHEREAS, such ordinance has been codified in Chapter 13, Article III, Sections 13-31 through 13-37; and WHEREAS, as a result of House Bill 1819 (2023), which is effective September 1, 2023, the City’s juvenile curfew ordinance is no longer enforceable; and WHEREAS, the City of The Colony, Texas, desires to amend the Code of Ordinances by repealing the City’s juvenile curfew ordinance. NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1. That the above and foregoing premises are true and correct and are incorporated herein and made a part hereof for all purposes. SECTION 2. That Chapter 13, Article III, Sections 13-31 through 13-37 of the Code of Ordinances of the City of The Colony, Texas, is hereby repealed in its entirety. SECTION 3.That this Ordinance shall take effect immediately from and after its passage. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS THIS 19TH DAY OF SEPTEMBER 2023. 42 APPROVED: ___________________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: _____ Tina Stewart, TRMC. CMC, City Secretary APPROVED AS TO FORM: _____ Jeffrey L. Moore, City Attorney 43 Agenda Item No:4.4 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: Public Works/Water Distribution Item Type: Resolution Agenda Section: Subject: Consider approving a resolution authorizing the City Manager to issue a purchase order to Samsara Inc. in the amount of $79,091.00 for the purchase of forward-facing dash-cameras for City owned Service Vehicles and Equipment. (Whitt) Suggested Action: Attachments: Samsara Quote.pdf Res. 2023-xxx Samsara Truck Purchase.docx 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 CITY OF THE COLONY, TEXAS RESOLUTION NO. 2023- _________ A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, AUTHORIZING THE CITY MANAGER TO ISSUE A PURCHASE ORDER TO SAMSARA INC. FOR THE PURCHASE OF FORWARD-FACING DASH-CAMERAS FOR CITY OWNED SERVICE VEHICLES AND EQUIPMENT; AND PROVIDING AN EFFECTIVE DATE NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: Section 1. That the City Council of the City of The Colony, Texas hereby authorizes the City Manager to issue a purchase order in the amount of $79,091.00 to Samsara, Inc. for the purchase of forward-facing dash-cameras for City owned service vehicles and equipment. Section 2. That the City Manager or his designee are authorized to issue said purchase order. Section 3. That this resolution shall take effect immediately from and after its passage. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS THIS 19th DAY OF SEPTEMBER 2023. _____________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: ____________________________________ Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: ____________________________________ Jeffrey L. Moore, City Attorney 59 Agenda Item No:4.5 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: Public Works/Water Distribution Item Type: Ordinance Agenda Section: Subject: Consider approving an ordinance amendment to increase the Wastewater Budget contractual services line item by $40,000.00 from the Chemicals Budget for Hydrogen Peroxide Chemicals for odor control. (Whitt) Suggested Action: Attachments: Ord. 2023-xxxx Wastewater Budget Amendment.doc 60 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 -_________ AMENDING THE FISCAL YEAR 2022-2023 BUDGET AN ORDINANCE AMENDING ORDINANCE 2022-2486, ADOPTING THE FISCAL YEAR 2022-2023 BUDGET OF CITY OF THE COLONY, TEXAS BY REALIGNING BUDGETS AS SET FORTH HEREIN; PROVIDING FOR INCORPORATION OF PREMISES; PROVIDING FOR THE ADOPTION OF THIS ORDINANCE AMENDING THE FISCAL YEAR 2022-2023 BUDGET FOR THE 200-662-6345 FUND OF THE CITY OF THE COLONY; PROVIDING THAT THIS ORDINANCE SHALL BE CUMULATIVE OF ALL ORDINANCES; PROVIDING A SEVERABILITY CLAUSE; PROVIDING FOR A SAVINGS CLAUSE; AND NAMING AN EFFECTIVE DATE. WHEREAS, the Council of the City of The Colony is conducting business pursuant to a budget for fiscal year 2022-2023, heretofore previously adopted by Ordinance No. 2022-2486 on the 6th day of September, 2022; and WHEREAS, Section 102.010 of the Texas Local Government Code authorizes the governing body of a municipality to make changes in the budget for municipal purposes; and WHEREAS, the City of The Colony finds it in the best interest of the City to increase the 2022- 23 Chemicals Budget by $40,000 for Hydrogen Peroxide Chemicals for Odor Control. WHEREAS, the City Council has reviewed the budget and has determined that a valid municipal purpose is served by such budget increases and reallocation of funds. NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1. INCORPORATION OF PREMISES The above and foregoing premises are incorporated into the body of this Ordinance as if copied herein in their entirety. SECTION 2. AMENDMENT AND ADOPTION That the Chemicals Budget for the fiscal year ending September 30, 2023 heretofore previously adopted by Ordinance 2022-2486 duly enacted by the City Council of the City of The Colony on the 6th day of September, 2022, be and is hereby amended as set forth herein, which amendment 61 2 is hereby, in all respects, finally approved and adopted as so changed; and the same shall be hereby filed with the City Secretary of the City of The Colony. SECTION 3. BUDGET INCREASES That the 2022-23 Chemicals Budget is to be increased by an amount not to exceed $40,000. SECTION 4. CUMULATIVE CLAUSE This Ordinance shall be cumulative of all provisions of Ordinances of the City of The Colony, Texas except where the provisions of this Ordinance are in direct conflict with the provisions of such Ordinances, in which event the conflicting provisions of such Ordinances are hereby repealed. SECTION 5. SEVERABILITY CLAUSE It is hereby declared to be the intention of the City Council of The City of The Colony that the phrases, clauses, sentences, paragraphs, and sections of this Ordinance are severable, and if any phrase, clause, sentence, paragraph, or section of this Ordinance should be declared unconstitutional by the valid judgment or decree of any court of competent jurisdiction, such unconstitutionality shall not affect any of the remaining phrases, clauses, sentences, paragraphs, or sections of this Ordinance, since the same would have been enacted by the City Council without incorporation in this Ordinance of any such unconstitutional phrase, clause, sentence, paragraph, or section. SECTION 6. SAVINGS CLAUSE All rights and remedies of the City of The Colony are expressly saved as to any and all violations of the provisions of any Ordinances affecting budgets, budget approval or adoption, which have accrued at the time of the effective date of this Ordinance; and, as to such accrued violations and all pending litigation, both civil and criminal, whether pending in court or not, under such Ordinances, same shall not be affected by this Ordinance but may be prosecuted until final disposition by the courts. SECTION 7. EFFECTIVE DATE This Ordinance shall be in full force and effect from and after its date of passage. 62 3 PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, THIS 19TH DAY OF SEPTEMBER 2023. __________________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: __________________________________ Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeffrey L. Moore, City Attorney 63 Agenda Item No:4.6 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Robert Kotasek Submitting Department: Engineering Item Type: Resolution Agenda Section: Subject: Consider an ordinance amending Chapter 6, Article V, Section 6-121 of the Code of Ordinances to provide the adoption of the updated Engineering Design Manual and Standard Construction Details that are dated September 2023. (Hartline) Suggested Action: Background: The current City of The Colony Engineering Design Manual and Standard Construction Details were adopted in 2007. City Staff is requesting City Council to consider an amendment to Chapter 6, Article V of the Code of Ordinances updating Section 6-121 to provide for adoption of the updated Engineering Design Manual and Standard Construction Details dated September 2023. The primary purpose for updating the Engineering Design Manual and Standard Construction Details is to address the following issues. •Update references to the most recently published technical documents. •Updated the design manual and standard construction details to reference the North Central Texas Council of Governments (NTCOG) Public Works Construction Standards 5th edition. •Add specific computational procedures for design requirements. •Update requirements for platting, plan preparation and checklists. •Update the standard construction details to include updates to the general notes, typical pavement sections, geotechnical report requirements, standard pavement details, pipe embedment details, standard drainage details, waterline details, sanitary sewer line details, stamped concrete median noses and crosswalks details and adding other necessary miscellaneous design details. •Permit the City Engineer to maintain the Standard Construction Details. •Consolidate the engineering design requirements from the Code of Ordinances into the design manual and standard construction details. Attached are documents entitled Engineering Design Manual dated September 2023 and Standard Construction Details dated September 2023. The Engineering Design Manual and Standard Construction Details were updated by the Engineering Consultant Halff Associates under an approved Engineering Design Contract signed with the City on December 2021. Staff recommends approval of the Engineering Design Manual and Standard Construction Details dated September 2023. Attachments: 64 Updated City Engineering Design Manual Updated City Standard Construction Details Financial Summary Ord. 2023-xxx Adopt Engineering Design Manual.doc 65 ENGINEERING DESIGN MANUAL SEPTEMBER 2023 66 67 CITY OF THE COLONY ENGINEERING DESIGN MANUAL 68 69 i 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL TABLE OF CONTENTS PART I - GENERAL .............................................................................................................3 1.01 PURPOSE .......................................................................................................................... 3 1.02 SCOPE ............................................................................................................................... 3 1.03 STANDARD CONSTRUCTION DETAILS ........................................................................ 3 1.04 CORRELATION OF MANUAL AND STANDARD CONSTRUCTION DETAILS ............ 3 1.05 UTILITY ASSIGNMENTS .................................................................................................. 3 1.06 GENERAL NOTES ............................................................................................................ 3 1.07 PERMITS AND UTILITY RIGHT-OF-WAY USE .............................................................. 4 1.08 SURVEY BENCHMARKS ................................................................................................. 4 1.09 CITY GRADING REQUIREMENTS, CONSTRUCTION SITE NOTICES, AND STORM WATER POLLUTION PLANS (SWPPP) ............................................................ 4 1.10 TXDOT REQUIREMENTS ................................................................................................ 6 1.11 VARIANCE PROCEDURE ................................................................................................ 6 PART II - PAVING ................................................................................................................9 I. STREET AND THOROUGHFARE CLASSIFICATIONS ................................................. 9 1.01 GENERAL .......................................................................................................................... 9 II. STREET AND THOROUGHFARE GEOMETRICS ......................................................... 9 2.01 GENERAL .......................................................................................................................... 9 2.02 DESIGN VEHICLES ........................................................................................................ 10 2.03 DESIGN SPEED .............................................................................................................. 12 2.04 HORIZONTAL GEOMETRICS ........................................................................................ 12 2.05 VERTICAL ALIGNMENT ................................................................................................. 15 2.06 SIGHT DISTANCE AT INTERSECTIONS ...................................................................... 18 2.07 MEDIAN OPENINGS ....................................................................................................... 20 2.08 CUL-DE-SACS ................................................................................................................. 20 III. DRIVEWAY STANDARDS .............................................................................................. 20 3.01 DRIVEWAY REQUIREMENTS ....................................................................................... 20 IV. TRAFFIC IMPACT ANALYSIS GUIDELINES ............................................................... 23 4.01 DEFINITIONS – THE FOLLOWING TERMS ARE USED IN THIS ARTICLE. ............. 23 4.02 PURPOSE ........................................................................................................................ 23 4.03 APPLICABILITY ............................................................................................................... 23 4.04 WHEN TRAFFIC IMPACT ANALYSIS (TIA) IS REQUIRED ......................................... 23 4.05 ROLES OF APPLICANT AND CITY ............................................................................... 24 4.06 TRAFFIC IMPACT ANALYSIS (TIA) REQUIREMENTS ................................................ 24 70 ii 9/12/2023 5:35:18 PM V. PAVEMENT DESIGN ...................................................................................................... 27 5.01 STANDARD STREET AND THOROUGHFARE PAVEMENT DESIGN ....................... 27 5.02 GEOTECHNICAL INVESTIGATION REQUIRED .......................................................... 27 5.03 GUIDELINES FOR STABILIZATION OF SUBGRADE SOILS CONTAINING SULFATES ....................................................................................................................... 27 5.04 ALTERNATE PAVEMENT DESIGN ............................................................................... 28 VI. PERMANENT LANE MARKINGS .................................................................................. 29 6.01 PAVEMENT MARKINGS PLAN ...................................................................................... 29 VII. LANDSCAPING IN PUBLIC RIGHT-OF-WAY .............................................................. 29 7.01 GENERAL ........................................................................................................................ 29 7.02 METERING ...................................................................................................................... 30 7.03 OTHER REQUIREMENTS .............................................................................................. 30 7.04 PLAN SUBMITTAL REQUIREMENTS ........................................................................... 30 7.05 OWNERSHIP AND MAINTENANCE .............................................................................. 31 VIII. STREET LIGHT REQUIREMENTS ................................................................................ 31 8.01 GENERAL ........................................................................................................................ 31 8.02 STREET LIGHT REQUIREMENTS BY STREET CLASSIFICATION ........................... 31 8.03 STREET LIGHT LOCATIONS ......................................................................................... 32 8.04 PLAN SUBMITTAL REQUIREMENTS ........................................................................... 32 8.05 COSTS ............................................................................................................................. 33 IX. GENERAL TRAFFIC SIGNAL DESIGN REQUIREMENTS ......................................... 33 9.01 GENERAL TRAFFIC SIGNAL DESIGN REQUIREMENTS .......................................... 33 9.02 ILLUMINATED STREET SIGNS ..................................................................................... 34 PART III - DRAINAGE .......................................................................................................37 I. HYDROLOGY .................................................................................................................. 37 1.01 METHODS OF DETERMINING DESIGN DISCHARGE ................................................ 37 1.02 DESIGN CRITERIA ......................................................................................................... 37 1.03 RUNOFF COEFFICIENTS AND TIME OF CONCENTRATION .................................... 46 II. DESIGN OF DRAINAGE FACILITIES............................................................................ 46 2.01 FLOW IN GUTTERS AND INLET LOCATIONS ............................................................. 46 2.02 FLOW IN DRIVEWAYS AND INTERSECTIONS ........................................................... 46 2.03 CAPACITY OF STREETS AND ALLEYS ....................................................................... 48 2.04 SIZING AND LOCATION OF INLETS............................................................................. 50 2.05 STARTING TAILWATER CONDITIONS FOR OUTFALLS TO TRIBUTARIES............ 50 2.06 STARTING TAILWATER CONDITIONS FOR LAKE LEWISVILLE .............................. 51 2.07 HYDRAULIC DESIGN OF CLOSED CONDUITS .......................................................... 52 2.08 VELOCITY IN CLOSED CONDUITS .............................................................................. 61 2.09 ROUGHNESS COEFFICIENTS FOR CONDUITS ........................................................ 61 2.10 OPEN CHANNELS .......................................................................................................... 61 2.11 HYDRAULIC DESIGN OF BRIDGES AND CULVERTS ............................................... 69 71 iii 9/12/2023 5:35:18 PM 2.12 STORM DRAIN INLET VELOCITY ................................................................................. 83 2.13 STORM DRAIN OUTLET VELOCITY ............................................................................. 84 2.14 HEADWALLS AND ENTRANCE CONDITIONS ............................................................ 86 2.15 HEADWALLS AND EXIT CONDITIONS......................................................................... 86 2.16 RIPRAP DESIGN ............................................................................................................. 87 2.17 DETENTION BASIN DESIGN ......................................................................................... 87 2.18 DRAINAGE AREA MAP .................................................................................................. 90 2.19 DRAINAGE EASEMENTS ............................................................................................... 90 PART IV - WATER AND WASTEWATER LINES .............................................................96 I WATER MAINS ............................................................................................................... 96 1.01 GENERAL ........................................................................................................................ 96 1.02 WATER MAIN MATERIAL ............................................................................................... 96 1.03 WATER VALVES ............................................................................................................. 97 1.04 FIRE HYDRANTS ............................................................................................................ 97 1.05 MAIN SIZE FOR HYDRANT SUPPLY ............................................................................ 99 1.06 FIRE LINE METERING .................................................................................................... 99 1.07 MINIMUM COVER ........................................................................................................... 99 1.08 CLEARANCES BETWEEN WATER AND WASTEWATER LINES: ............................. 99 1.09 METER BOX AND SERVICE .......................................................................................... 99 1.10 SERVICE CONNECTIONS ........................................................................................... 100 II. WASTEWATER ............................................................................................................. 100 2.01 MINIMUM SIZE .............................................................................................................. 100 2.02 LOCATION ..................................................................................................................... 100 2.03 MINIMUM COVER ......................................................................................................... 100 2.04 WASTEWATER FLOWS, SIZE, AND GRADES .......................................................... 100 2.05 MANHOLES AND CLEANOUTS .................................................................................. 103 2.06 LATERALS ..................................................................................................................... 103 2.07 WASTEWATER LINE MATERIALS .............................................................................. 103 2.08 UTILITY EASEMENTS .................................................................................................. 104 TABLES Table II-1 Street and Thoroughfare Geometric Standards .................................................. 10 Table II-2 Intersection Design Standards .............................................................................. 11 Table II-3 Minimum Centerline Radius for Roadways ........................................................... 13 Table II-4 Maximum Street Grades ........................................................................................ 15 Table II-5 Minimum Length of Vertical Curve ........................................................................ 17 Table II-6 Sight Distance Requirements ................................................................................ 18 Table II-7 Driveway Requirements ........................................................................................ 21 Table II-8 Minimum Driveway Storage Length (L) ................................................................. 22 Table II-9 Standard Street and Thoroughfare Pavement Design ......................................... 29 Table III-1 Rainfall Intensity Constants ................................................................................... 37 Table III-2 Design Frequency for Drainage Facility Type ....................................................... 38 Table III-3 Ratios for Dimensionless Unit Hydrograph ........................................................... 39 Table III-4 Depth – Duration Data ........................................................................................... 42 Table III-5 Runoff Curve Numbers for Urban Areas ............................................................... 44 72 iv 9/12/2023 5:35:18 PM Table III-6 Recommended Initial and Constant-Rate Losses ................................................ 45 Table III-7 Recommended Percent Impervious Values ......................................................... 45 Table III-8 Runoff Coefficients and Inlet Times ...................................................................... 47 Table III-9 Maximum Flow at Sags ......................................................................................... 48 Table III-10 Critical Flow in Streets as a Function of Specific Energy ..................................... 50 Table III-11 Minimum Inlet Lengths ........................................................................................... 50 Table III-12 Receiving Stream Coincident Frequency Flood ................................................... 51 Table III-13 Loss Coefficients .................................................................................................... 59 Table III-14 Recommended Maximum Velocity........................................................................ 61 Table III-15 Maximum Permissible Velocities and Roughness Coefficients for Open Channels ......... 66 Table III-16 Culvert Control Factors .......................................................................................... 70 Table III-17 Constants for Inlet Control Culverts ...................................................................... 74 Table III-18 Entrance Loss Coefficients .................................................................................... 79 Table IV-1 Minimum Manhole Sizes ..................................................................................... 103 FIGURES Figure II-1 Intersection Design Diagram ................................................................................. 11 Figure II-2 Sight Distance Requirements ................................................................................ 19 Figure II-3 Visibility Triangles .................................................................................................. 19 Figure II-4 Driveway Requirements......................................................................................... 22 Figure III-1 Inlet Plan................................................................................................................. 49 Figure III-2 Storm Drain Outfall ................................................................................................ 55 Figure III-3 Hydraulic Grade Line Computation ....................................................................... 58 Figure III-4 Earthen Channel Cross Section ............................................................................ 63 Figure III-5 Types of Inlet Control ............................................................................................. 71 Figure III-6 Inlet Control Performance Curves ......................................................................... 73 Figure III-7 Types of Outlet Control .......................................................................................... 77 Figure III-8 Full Flow Energy and Hydraulic Grade Lines ....................................................... 80 Figure III-9 Outlet Control Energy and Hydraulic Grade Lines ............................................... 82 Figure III-10 Outlet Velocity – Inlet Control ................................................................................ 85 Figure III-11 Outlet Velocity – Outlet Control ............................................................................. 86 Figure III-12 Erosion Clear Zone ................................................................................................ 93 Figure IV-1 Peak Wastewater Flow Rates ............................................................................. 102 APPENDICES Appendix A Utility Assignments Appendix B Private Development General Notes for Construction Plans Appendix C Addendum to the North Central Texas Council of Governments Standard Specifications of Public Works Construction Appendix D Plans Review Checklist Appendix E Inlet Design Appendix F Design Charts for Grate Inlets Appendix G Design Charts for Culverts 73 1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART I – GENERAL 74 2 9/12/2023 5:35:18 PM 75 3 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART I - GENERAL 1.01 PURPOSE The purpose of the Engineering Design Manual is to provide a set of guidelines for designing streets, thoroughfares, drainage facilities, water lines, wastewater lines, other public improvements and preparing construction plans for such facilities which are to be owned, operated and/or maintained by the City of The Colony, Texas. These guidelines shall be used by the Engineering Department, Department of Public Works and other City departments, Consulting Engineers employed by the City for the above described improvement projects, and Engineers for private developments in the City of The Colony and its extra-territorial jurisdiction as well as for plat approval, issuance of building permits, issuance of earthwork permits, approval of construction plans by the Engineering Department, site plan approval, and for other construction within public rights-of-way and easements subject to Section 245 of the Texas Local Government Code. All projects shall meet state and federal requirements. 1.02 SCOPE The scope of this section of the Design Manual includes the various design elements, criteria, standards and instructions required for the design of streets, thoroughfares, drainage facilities, water lines, wastewater lines, and other public improvements. 1.03 STANDARD CONSTRUCTION DETAILS In addition to the guidelines contained in this manual, the Engineering Department maintains drawings entitled "STANDARD CONSTRUCTION DETAILS", which are to be used in conjunction with this Design Manual in the preparation of engineering plans. 1.04 CORRELATION OF MANUAL AND STANDARD CONSTRUCTION DETAILS The Engineering Design Manual and Standard Construction Details are complementary and what is called for by one shall be binding as if called for by both. In case of conflict between the Engineering Design Manual and Standard Construction Details, the City reserves the right to make the interpretation that is in the best interests of the City. 1.05 UTILITY ASSIGNMENTS Utilities are to be located in public rights-of-way in the location shown in Appendix "A". The City Engineer shall determine the location of utilities where special circumstances prevent the standard utility assignments from being used. 1.06 GENERAL NOTES All construction plans for the projects described above shall contain the applicable general notes listed in Appendix "B". 76 4 9/12/2023 5:35:18 PM 1.07 PERMITS AND UTILITY RIGHT-OF-WAY USE a. Per the City Code of Ordinances; APPENDIX B: SUBDIVISION; SECTION 11, a “Grading Permit” is required for any “grading only” project and for early grading being done for a construction project when the final construction plans have not been approved. The permit requires general information about the owner and contractor and project location. Seven (7) sets of plans including a tree survey shall be submitted with the permit application and an applicable fee determined by the type and size of the project. b. Per the City Code of Ordinances CHAPTER 9.5-22 a “Floodplain Development Permit” is required anytime a project is proposed in the fully developed, 100-year, floodplain. If a SECTION 10 or SECTION 404 U. S. ARMY CORPS OF ENGINEERS PERMIT is required it must be approved before any construction activity may begin. The permit requires general information about the applicant and project location. Plans including a tree survey shall be submitted with the permit application and an applicable fee determined by the type and size of the project. c. Per the City Code of Ordinances CHAPTER 12; ARTICLE V a “Well Drilling Permit” is required before any type of well is drilled within the city or extraterritorial jurisdiction. The permit application requires general information about the owner and driller, the project location, and well type and make-up. Seven (7) sets of plans shall be submitted with the permit application and an applicable fee determined by the type of the well. d. Per the City Code of Ordinances Chapter 19, TRAFFIC, SECTION 19-14 an “EXCESS AXLE or GROSS WEIGHT PERMIT” is required for vehicles with an axle weight exceeding 8000-lbs or gross weight exceeding 24,000-lbs operating in the “Eastvale” area of the city. e. Per the City Code of Ordinances CHAPTER 18, ARTICLE II, SECTION 18-20 through 18-29.6 work on public property, right-of-way, or easements shall be approved by the city engineer. Seven (7) sets of complete plans for the project and an application shall be submitted to the city engineer for approval. Utility companies with franchise rights in the city have the right to use city rights-of-way and utility easements however the city has first priority for their use. Individuals and entities not franchised with the city shall execute a license and use agreement, encroachment agreement, or landscape agreement approved by City Council and signed by the City Manager. f. Driveways along F.M. 423/Main St. and S.H. 121 shall meet all criteria of this manual and be approved by the Texas Department of Transportation (TXDOT). Once a driveway location and design are approved by the City, the city engineer shall submit a permit application to TXDOT for their review and approval. 1.08 SURVEY BENCHMARKS The City of The Colony has established Survey Benchmarks throughout the City. These benchmarks should be used to establish horizontal and vertical control for all development projects within the City. For all development projects exceeding three (3) acres in total area, the developer will establish a benchmark using the same control requirements as existing benchmarks and will dedicate the benchmark to the City. 1.09 CITY GRADING REQUIREMENTS, CONSTRUCTION SITE NOTICES, AND STORM WATER POLLUTION PLANS (SWPPP) City Grading and Storm Water Pollution Control Permit: a. Contractor is required to fill out a “City Grading and Storm Water Pollution Control Permit” for any construction project that the ground is being disturbed within the City limits. The permit can be downloaded from the City’s website. The completed permit is required to be filled out and submitted to the City before any grading or ground disturbance activities are to take place on a construction project within the City limits. 77 5 9/12/2023 5:35:18 PM City Grading Requirements for Building Pads: a. Finished floor elevation must be at least one foot higher than the top of curb or edge of asphalt or 1.0% slope measured from the top of curb or edge of asphalt to the building, whichever is higher. b. Under special circumstances, and only with acceptance of the City Engineer, the finished floor may be placed lower than the road; however, a ridge line must be placed at the right-of-way line. No public drainage shall be permitted to drain onto private property. c. Ground adjacent to building pads must be sloped away from the building at a minimum 2% slope in paved areas and a minimum 5% slope in landscaped or grassed areas. d. Finished pad elevation must be at least 0.5 feet higher than the highest point surrounding the building pad. e. There shall be no unauthorized dumping or grading within City limits. Any grading activity shall require a Grading and Stormwater Control Permit prior to any earth disturbing activities. For Storm Water Pollution Prevention Plan (SWPPP) booklets submitted to City: a. If the construction site is meeting TCEQ requirements on acreage for a SWPPP booklet submittal, the Contractor is required to provide the City with two (2) completed binded SWPPP booklets. One of these binded booklets with all signatures will be kept in the City files and the other booklet will be furnished back to Contractor and must be kept at the Construction Site or somewhere for TCEQ to access for their convenience. b. No work shall be allowed to commence until the Storm Water Pollution Prevention Plan has been approved by the City. c. All signatures from Contractor are required to be included on all applicable pages before submission of both SWPPP booklets to City. The Contractor is required to first sign all applicable pages and then the City will sign the applicable pages after review of the two submitted SWPPP booklets with the already signed pages by Contractor. d. Primary Operator TCEQ Site Notice is required to be filled out and included. The TCEQ Primary Operator Site Notice will be required to be posted in laminate at the project site on a board before project construction begins. The form can be downloaded from TCEQ’s website. e. Proof of a filed TCEQ Notice of Intent (NOI) and proof of TCEQ NOI payment for the construction project is required to be included in the two SWPPP booklets if the project site meets TCEQ acreage requirements for filing an NOI and is required by EPA or TCEQ. f. It is required to list the name and contact information on applicable inspector designee page in each manual for who will be responsible for the weekly inspections and storm water maintenance of the project area for the construction project. g. For any additional delegation of authority for Primary Operator, the additional Primary Operator’s Contractor representative must include a signed copy of the delegation of authority form in both submitted SWPPP booklets. h. Contractor shall conform activities to the SWPPP and to the approved erosion control plan included in the approved engineering plans and within the SWPPP booklets, including installing, maintaining inspections of pollution controls, conducting and documenting inspections of pollution controls, sprinkling for dust control, maintaining spill response equipment on site, and “good housekeeping” pollution control includes silt fences (or erosion control mats), stabilized construction entrances, establishing grass, and sprinkling for dust control. i. The Contractor shall file the proper notice of completion with TCEQ when the project nears completion. Additional Requirements for City Owned Capital Improvement Projects (CIP) on SWPPP Submittals: a. The City will be Secondary Operator on City owned CIP projects. Contractor designated 78 6 9/12/2023 5:35:18 PM person putting the two SWPPP booklets together will need to reference City of The Colony as the Secondary Operator in all applicable places throughout both SWPPP booklets. b. Secondary Operator Site Notice is required and can be downloaded from TCEQ’s site. In addition to the Primary Site Notice, the Secondary Operator Site Notice will also be required to be posted in laminate at the project site on a board before project construction begins. The form can be downloaded from TCEQ’s website. c. A City Roles and Responsibilities form provided by the City is required to be included in the SWPPP booklets. The Contractor’s assigned representative must fill out and sign this form before submitting the SWPPP booklets to City. The Contractor will be required to fill in Contractor name, project name, and have the applicable Contractor representative sign on the applicable space on this form. 1.10 TXDOT REQUIREMENTS All construction within State right-of-way will require compliance to, but not limited to, TxDOT design criteria, TxDOT standard specifications and details, TxDOT general notes for plans, TxDOT permitting guidelines, and the Texas Manual on Uniform Traffic Control Devices (TMUTCD), latest edition. TxDOT specification items shall govern on all work within the State right-of-way. 1.11 VARIANCE PROCEDURE The City of The Colony will consider variance requests on an individual basis when, due to geographic or topographic limitations of the site on which the facilities are to be constructed, there are circumstances which warrant an individual design. In considering whether or not a variance should be granted, the Engineering Department shall consider the following factors: a. The extent to which the proposed design meets other specific standards of this document; and b. The extent to which the proposed design meets the spirit and intent of this document through the use of materials, design criteria and engineering which will protect the health, safety and general welfare of the public; and c. The positive or negative impact of the proposed design on surrounding property uses and property values, in comparison to the expected impact of the facilities if same were built in strict conformity with the standards of this document; and d. The extent to which the proposed design accomplishes the purposes of the City’s Engineering Design Manual and Standard Construction Details. A variance shall not be granted to serve as a convenience to the applicant or for reasons related to economic hardship. 79 7 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART II – PAVING 80 8 9/12/2023 5:35:18 PM 81 9 CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART II - PAVING I. STREET AND THOROUGHFARE CLASSIFICATIONS 1.01 GENERAL City streets and thoroughfares are classified into several types according to their use and locations as indicated in Table II-1. The basic types include the residential streets which provide direct access and frontage to adjacent properties, collectors which serve as the distributor-collector routes and provide direct access to adjacent properties, and major divided thoroughfares which carry high volumes of traffic through urban areas. Each traffic artery is made up of elements which are related to the use of that particular facility. These elements include right-of-way, pavement width, median width if required, arrangement of traffic lanes and parking lanes, curb radii at intersections and other characteristics. II. STREET AND THOROUGHFARE GEOMETRICS 2.01 GENERAL Geometrics of city streets and thoroughfares may be defined as the geometry of the curbs or pavement areas which governs the movement of traffic within the confines of the right-of-way. Included in the geometrics are the pavement, widths, degree of curvature, width of traffic lanes, parking lanes, or turning lanes, median width separating opposing traffic lanes, median nose radii, curb radii at street intersections, crown height, cross fall, geometric shapes of islands separating traffic movements and other features. 82 10 TABLE II-1 STREET AND THOROUGHFARE GEOMETRIC STANDARDS MIN MINIMUM MINIMUM PVMT ROW PAVEMENT DESIGN DESIGN STREET TYPE WIDTH WIDTH LANES PARKING PARKWAY MEDIAN THICKNESS SPEED ALLEY 10’ 15’ 1-10’ 0 2.5’ N/A 7” 10 RESIDENTIAL A 31’ 50’ 1-14’ 2-8’ 9.5’ N/A 6” 30 COLLECTOR 2U-C 37’ 60’ 2-10’ 2-8’ 11.5’ N/A 7” 35 4U-B 45’ 60’ 4-11’ 0 7.5’ N/A 8” 40 4U-A 61’ 80’ 5-12’ 0 9.5’ N/A 8” 40 MAJOR 4D-C 2 - 25’ 100’ 4-12’ 0 9’ 32’ 8” 45 6D-B 2 - 34’ 100’ 6-11’ 0 9’ 14’ 8” 45 6D-A 2 - 37’ 120’ 6-12’ 0 16’ 14’ 8” 55 REGIONAL MAJOR (FM 423) R6D – A 2 – 40’ 140’ 3 – 12’ 0 15’ 32’ 10” 45 R8D – A 2 – 52’ 164’ 4 – 12’ 0 15’ 32’ 10” 45 NOTE: All dimensions are to back of curb. Geometric Standards for Regional Major Streets are subject to approval by TxDOT. 2.02 DESIGN VEHICLES The geometrics of city street and thoroughfare intersections vary with the classification of intersecting streets. Criteria for the geometric design of intersections must be based on certain vehicle operating characteristics, and vehicle dimensions. The American Association of State Highway and Transportation Officials (AASHTO) has standardized vehicle criteria into three general designs, and this vehicle data is published in the AASHTO Publication, "A Policy on Geometric Design of Highways and Streets", 7th Edition, dated 2018. In the design of street and thoroughfare intersections for The Colony, these vehicle designs are adopted for use. Table II-2, Intersection Design Standards, shall be used for intersection design. 83 11 TABLE II-2 INTERSECTION DESIGN STANDARDS (All dimensions are minimums) A1* A1+ A1# A2 A3 B C D E F R1 R2 Corner Clip R6D-A & R8D-A(1) 275’ 150’ 100’ 150’ 150’ 150’ 10’ 330’ 600’ 60’ 50’ 50’ 25 X 25 6D-B & 6D-A 275’ 150’ 100’ 150’ 150’ 150’ 10’ 330’ 600’ 60’ 50’ 50’ 25 X 25 4D-C 200’ 150’ 100’ 150’ 150’ 150’ 10’ 330’ 600’ 60’ 50’ 50’ 25 X 25 4U-A 200’ 150’ 100’ 150’ 150’ 150’ N/A 330’ N/A N/A 40’ 40’ 20 X 20 4U-B 150’ 150’ 100’ 150’ 150’ 150’ N/A 300’ N/A N/A 40’ 40’ 20 X 20 2U-C 100’ 150’ 100’ 100’ 150’ 150’ N/A 270’ N/A N/A 30’ 30’ 15 X 15 A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 30’ 30’ 10 X 10 * When intersecting street is a principal or minor arterial. + When intersecting street is a collector or a rural road. # When intersecting street is a local street. ** For dual left-turn standards, consult Engineering Department A1 and A2 may be increased to allow for stacking truck traffic. (1) Subject to approval by TxDOT. Corner clip based on 90 degree intersection, may be adjusted for angled intersection. Radius and corner clip are based on highest classification street at intersection. 84 12 2.03 DESIGN SPEED The design speed is a primary factor in the horizontal and vertical alignment on city streets and thoroughfares. Design features such as curvature, superelevation, radii for turning movements and sight distance are directly related to the design speed. The design speed also affects features such as lane widths, pavement width, pavement cross-fall, pavement crown, and clearance. The design speed is defined as the approximate maximum speed that can be maintained safely by a vehicle over a given section of road when conditions are so favorable that the design features of the roadway govern. The speed limit or posted speed is the maximum legal speed set by local authorities for a certain roadway or area. The design speed should always be greater than the likely legal speed limit for secondary and major thoroughfares. The various street and thoroughfare classifications, which make up the system within the City, require different design speeds according to their use and location. Presented in Table II-1 are the minimum design speeds for the various classifications within the City of The Colony. Lower design speeds may be required for all classifications for unusual conditions of terrain or alignment. 2.04 HORIZONTAL GEOMETRICS a. General The horizontal geometrics of city streets and thoroughfares include the segment of geometric design associated with the alignment, intersections, pavement widths, and related geometric elements. The various classifications, utilizing the design speed as a control, must have certain horizontal and vertical geometrics to provide a safe economical facility for use by the public. All curves shall provide proper sight distances. b. Horizontal Curves and Superelevation The alignment of city streets and thoroughfares is usually determined by the alignment of the existing right-of-way or structures which cannot be relocated. Changes in the direction of a street or thoroughfare are minimized by constructing a simple curve having a radius which is compatible with the speed of vehicular traffic. To increase the safety and reduce discomfort to drivers traversing a curved portion of a street or thoroughfare, the pavement may be superelevated. Curvature in the alignment of major thoroughfares and collectors is allowed under certain conditions, but greater traffic volume and higher vehicle speeds which accompany these facilities tend to increase accidents on curving roadways. Curves in the alignment of residential streets usually provide aesthetic values to the residential neighborhoods without affecting the orderly flow of traffic or sacrificing safety. A recommended minimum radius of curvature for vehicle design speed and pavement cross-slopes is shown in Table II-3. These are based on traffic consisting of typical present day automobiles operating under optimum weather conditions. There are other important considerations in the design of curves on city streets and thoroughfares including the location of intersecting streets, drives, bridges and topographic features. When superelevation is required on collectors and major thoroughfares, the following basic formula shall be used: 85 13 R = V2 15 (e + f) where: e = rate of roadway superelevation, foot per foot f = Side friction factor (See Table II-3) V = vehicle design speed, mph R = radius of curve in feet TABLE II-3 MINIMUM CENTERLINE RADIUS FOR ROADWAYS Residential Collector Major Rate of ----------------------- ------------------------------- ----------------------- Superelevation D E S I G N S P E E D ( M P H ) (In./Ft.) ----------------------- -------------------------------- ----------------------- 30 35 40 45 55 ----------------------- -------------------------------- ----------------------- -1/2 500 710 930 1290 1925 -3/8 465 655 855 1175 1755 -1/4 430 605 790 1080 1615 -1/8 400 565 740 1000 1495 0 375 530 690 935 1395 +1/8 355 495 650 875 1305 +1/4 335 470 610 820 1225 +3/8 320 445 580 775 1155 +1/2 300 420 550 730 1090 Street Classification Side Friction Factor (f) Residential Streets 0.160 Collector Streets 0.155 Major Thoroughfares 0.145 86 14 c. Turning Lanes Turning lanes are provided at intersections to accommodate left-turning and right-turning vehicles. The primary purpose of these turning lanes is to provide storage for the turning vehicles. The secondary purpose is to provide space to decelerate from normal speed to a stopped position in advance of the intersection or to a safe speed for the turn in case a stop is unnecessary. Left turn lanes at intersections are usually 12 feet in width. When turning traffic is too heavy for a single lane and the cross street is wide enough to receive the traffic, two turning lanes may be provided. The location of the median nose at the end of the left turn lane should be located so that left turning traffic will clear the median nose while making a left turn. Other considerations include adequate clearance between the median nose and through traffic on the intersecting thoroughfare and locations of the median nose to properly clear the pedestrian crosswalks. Minimum length of left turn lanes for major thoroughfares shall be as specified in Table II-2. The actual length shall be approved by City Engineer based upon projected left turn volume. d. Street Intersections The intersection at grade of major thoroughfares, collector streets, and residential streets shall be at ninety (90) degree angles. Intersections not a ninety (90) degree angle may be approved by the City Engineer. Lanes shall be aligned for safe passage through the intersection. No high points, low points, vertical curves, or grade changes shall be permitted through the intersection; however, allowance may be made under special conditions at the discretion of the Engineering Department. Gutter line of the higher street must continue through the intersection and the lower street should match at the intersection with points of inflection. e. Sidewalks The purpose of the public sidewalks is to provide a safe area for pedestrians. The Colony requires that sidewalks be constructed with the paving of streets or when building construction occurs, in all residential areas and wherever pedestrian traffic may be generated and that all sidewalks conform to state laws for barrier free construction. The standard concrete sidewalk is 5-feet in width for residential areas and 5-feet in width for commercial areas. The edge of the sidewalk located nearest the street right-of-way is normally 1-foot from the right-of-way line. Special sidewalk designs to include a 6-foot sidewalk located adjacent to the street will be considered for approval where warranted. In areas where screening walls are required, sidewalks shall be constructed against the screening wall. One foot of width shall be added to all sidewalks abutting curb or retaining walls. Sidewalk alignments may be varied to avoid the removal of trees or the creation of excessive slopes when approved by the City Engineer. A waiver for deletion of the requirement for sidewalk shall be submitted in writing and will become effective only upon City Council approval. 87 15 Trail criteria shall be utilized for pedestrian facilities 8-feet in width, up to 14-feet in width. Trails shall be designed in accordance with AASHTO design criteria. 2.05 VERTICAL ALIGNMENT a. Street Grades The vertical alignment of city streets and thoroughfares should be designed to ensure the safe operation of vehicles and should allow easy access to adjacent property. A travel way which is safe for vehicles is dependent on criteria which consider operating speeds, maximum grades, vertical curves and sight distance. In addition to these considerations, other factors related to vertical alignment include storm drainage, crown and crossfall and the grade and right-of-way elevation relationship. 1. Minimum Grades Minimum longitudinal grades for streets and thoroughfares are required to ensure proper flow of surface drainage toward inlets. Minimum grades are eight tenths percent (0.8%) for all newly constructed pavement. Valleys across intersection shall be a minimum of eight tenths percent. Longitudinal slopes along “eyebrow” valleys shall be a minimum of one percent (1%). 2. Maximum Grades Maximum longitudinal grades shall be compatible with the type of facility and the accompanying characteristics including the design speed, traffic conditions and sight distance. Major and secondary thoroughfares must move large volumes of traffic at faster speeds and flatter grades will better accommodate these characteristics. Truck and bus traffic on these type facilities often controls traffic movement, particularly if steep grades prevent normal speeds. The normal maximum street grades allowed are shown in Table II-4. Steeper grades may be permitted for short lengths where topographical features or restricted alignment require. TABLE II-4 MAXIMUM STREET GRADES Normal Maximum Grade Street Types In Percent Residential 8% Collector 6% Major 6% 88 16 3. Minimum and Maximum Cross Slopes for Public Streets and Fire Lanes The recommended pavement cross slope for all roadway is two percent (2%). However, in cases where a two percent (2%) cross slope cannot be designed, then the minimum and maximum cross slopes shall be as follows: • Minimum cross slope for public streets and fire lanes shall be one percent (1%). • Maximum cross slopes for public streets and fire lanes shall be three percent (3%) and five percent (5%), respectively. b. Vertical Curves When two longitudinal street grades intersect at a point of vertical intersection (PVI) and the algebraic difference in the grades is greater than one percent (1%) for design speed less than 45 mph or one-half (0.5%) for design speeds greater than 45 mph, a vertical curve is required. Vertical curves are utilized in roadway design to effect a gradual change between tangent grades and should result in a design which is safe, comfortable in operation, pleasing in appearance and adequate for drainage. The vertical curve shall be formed by a simple parabola and may be a crest vertical curve or a sag vertical curve. Vertical curves with PVC, PVT, and PVI shall be located at whole stations wherever practical. Vertical curves, low and high points at street intersections shall be avoided. c. Stopping Sight Distance 1. Crest Vertical Curve When a vertical curve is required, it must not interfere with the ability of the driver to see length of street ahead. This length of street, called the stopping sight distance, should be of sufficient length to enable a person in a vehicle having a height of 3.50 feet above the pavement and traveling at design speed to stop, before reaching an object in his path that is 0.5-foot in height. The minimum stopping sight distance is the sum of two distances: one, the distance traversed by a vehicle from the instant the driver sights an object for which a stop is necessary, to the instant the brakes are applied; and the other, the distance required to stop the vehicle after the brake application begins. The minimum safe stopping sight distance and design speeds are shown in Table II-5. These sight distances are based on each design speed shown and a wet pavement. The length of crest vertical curve required for the safe stopping sight distance of each street type may be calculated using the formula L = KA and the values of K for a crest vertical curve shown in Table II-5. 2. Sag Vertical Curve When a sag vertical curve is required, the vertical curve shall be of sufficient length to provide a safe stopping sight distance based on headlight sight distance. The minimum length of sag vertical curve required to provide a safe 89 17 stopping sight distance may be calculated using the formula L = KA and values of K for a sag vertical curve are shown on Table II-5. TABLE II-5 MINIMUM LENGTH OF VERTICAL CURVE CREST VERTICAL CURVE SAG VERTICAL CURVE L = KA where L = KA where L = Minimum Length Vertical Curve L = Minimum Length Vertical required for safe stopping Curve required for Headlight Control K = Horizontal Distance in feet K = Horizontal Distance in feet requires to affect a one required to affect a one percent change in gradient percent change in gradient A = Algebraic Difference in grade A = Algebraic Difference in grade Normal Normal Safe Crest Sag Stopping Vertical Vertical Minimum Design Sight Curve Curve Length of Street Type Speed Distance K K Curve Residential 30 200 19 37 60 Collector 35 250 29 49 100 Collector 40 305 44 64 100 Major 45 360 61 79 120 Major 55 495 114 115 150 d. Intersection Grades The grade of an intersecting street with the principal street gutter should not generally be more than four percent (4%) either up or down within the first 20 feet beyond the curb line of the principal street. Grade changes greater than one percent (1%) will require vertical curves. Grades across accessible routes within the intersection shall not exceed two percent (2%) either up or down. The grade of street or thoroughfare, particularly at its intersections with another street, is of prime importance in providing a safe, comfortable riding surface. The intersection design of two major thoroughfares shall include grades which will result in a plane surface or at least a surface which approximates a plane surface. Grades in excess of 3% should be avoided. A maximum grade of 2% is desirable. Grades in excess of 2% will be prohibited when cross walks are present. A vehicle traveling on either thoroughfare should be able to traverse the intersection at the design speed without discomfort. For intersections involving streets of different classifications, the profile of street with the lesser classification shall be adjusted to meet the profile of the street with the higher 90 18 classification. No valleys across major thoroughfares or collectors will be allowed. To accomplish a smooth transition, crossfall toward the median of one lane of each thoroughfare may be required. The use of storm drainage inlets in the median shall be avoided if possible. In drawing the grades of intersecting thoroughfares in the profile view of plan/profile sheets, profiles of all four profiles shall be shown as a continuous line through the inter- section. All intersections where any street is classified as a collector or thoroughfare shall be contour graded with minimum contour intervals of 0.2 feet. e. Street Cross Section For curbed streets, the right-of-way shall be graded to drain to the street at a slope of 1/4" per foot. Street back slopes and embankment slopes shall not be steeper than 4:1. 2.06 SIGHT DISTANCE AT INTERSECTIONS An important consideration in the design of city streets and thoroughfares is the vehicle attempting to cross the street or thoroughfare from the side street or drive. The operator of the vehicle attempting to cross should have an unobstructed view of the whole intersection and a length of the thoroughfare to be crossed sufficient to permit control of the vehicle to avoid collisions. The minimum sight distance considered safe under various assumptions of physical conditions and driver behavior is related directly to vehicle speeds and to the resultant distance traversed during perception and reaction time and during braking. This sight distance, which is termed intersection sight distance, can be calculated for different street or thoroughfare widths and for various grades upwards and downwards. Intersection sight by AASHTO publication "A Policy On Geometric Design of Highways and Streets", 7th Edition, dated 2018. Sight distance requirements are defined by Table II-6 and Figure II-2. As a minimum visibility triangle shall be provided as shown in Figure II-3. TABLE II-6 SIGHT DISTANCE REQUIREMENTS Design Speed (mph) Stopping Sight Distance (feet) Intersection Sight Distance for passenger Cars (feet) 30 200 335 35 250 390 40 305 445 45 360 500 55 495 610 91 19 Intersection Sight Distance SEE TABLE II-2 FOR CORNER CLIP DIMENSIONS 92 20 2.07 MEDIAN OPENINGS The following standards for median openings are established to facilitate traffic movement and promote traffic safety: Major Streets Median openings will normally be permitted at all intersections with dedicated city streets. Exceptions would be at certain minor streets where due to unusual conditions a hazardous situation would result. Midblock median openings or other openings with turns permitted into adjacent property will not normally be permitted unless all the following conditions exist: a. The property to be served is a significant traffic generator with demonstrated or projected trip generation of not less than two hundred and fifty (250) vehicles in a twelve-hour period. b. The median opening is not less than 600 feet from another median opening. The distance is measured from center to center. 2.08 CUL-DE-SACS The maximum length of any cul-de-sac shall be 600 feet measured from curb line of the intersecting street to the radius point of turn around. The right-of-way radius shall be 50 feet and the curb radius 40 feet within the cul-de-sac turn around. All cul-de-sac turnarounds shall be visible from the intersecting street. Longitudinal slope around the cul-de-sac shall be a minimum of one percent (1%). III. DRIVEWAY STANDARDS 3.01 DRIVEWAY REQUIREMENTS Driveways shall be governed by Tables II-7 and II-10. Refer to Figures II-1 and II-4. Driveways shall match centerlines with street and driveway intersections wherever practical. 93 21 TABLE II-7 DRIVEWAY REQUIREMENTS Residential Industrial Commercial A - Driveway Throat Width (Min) (Max) (Min) (Max) (Min) (Max) Local 10 – 24 ft 40 ft 24 – 40 ft Collector 10 – 24 ft 40 – 60 ft * 24 – 40 ft Minor Arterial N/A 40 – 60 ft * 24 – 60 ft Principal Arterial N/A 40 – 60 ft * 24 – 60 ft Driveway Curb Radius Local 5 ft 30 ft 26 ft Collector 5 ft 40 ft 30 ft Minor Arterial N/A 40 ft 30 ft Principal Arterial N/A 50 ft 35 ft B - Minimum Centerline Driveway Spacing Along Local 20 ft 110 ft 70 ft Collector 25 ft 110 ft 120 ft Minor Arterial N/A 160 ft 170 ft Principal Arterial N/A 250 ft ** 230 ft Driveway Angle 90° 90° 90° C - Minimum Distance from Driveway to Intersection Local 50 ft 100 ft 100 ft Collector 50 ft 100 ft 120 ft Minor Arterial N/A 175 ft 150 ft Principal Arterial N/A 175 ft 150 ft Maximum Approach Grade Local / Collectors 10% 6% 6% All Others 10% 6% 6% Right Turn Requirement 10% 6% 6% * Can be wider based on site requirements. ** Driveways should be used jointly at median openings. Based on 40 mph. Driveway width plus radius must be contained within the property frontage, between the extended property lines. State Standards, if more restrictive, shall apply to SH 121 and FM 423. Minimum distance between street intersection will be as per TxDOT Access Management Manual. 94 22 TABLE II-8 MINIMUM DRIVEWAY STORAGE LENGTH (L) (See Figure II-4) Number of Parking Spaces per Driveway Minimum Storage Length* (feet) (L) Less than 50 18 50 to 200 50 More than 200 78 * Storage length is defined as the distance between the street right-of-way line and the first intersecting aisle-way on the side. 95 23 IV. TRAFFIC IMPACT ANALYSIS GUIDELINES 4.01 DEFINITIONS – THE FOLLOWING TERMS ARE USED IN THIS ARTICLE. a. Projected traffic volumes – The number of vehicles that are expected/calculated to exist on streets after completion of the project. b. Study area – The boundaries in which the study is conducted. c. TIA (Traffic Impact Analysis) – An in-depth analysis of traffic. d. Traffic queuing – A line of waiting vehicles. e. Trip distribution – Estimates of percentage distribution of trips by turning movements from the proposed development. f. Trip generation summary – A table summarizing the trip generation characteristics of the development for the entire day including AM and PM peak periods, rates and units used to calculate the number of trips. g. Non-site traffic – Traffic not created or associated with the traffic generated by the project. 4.02 PURPOSE The purpose of a Traffic Impact Analysis (TIA) is to assess the effects of specific development activity on the existing and planned roadway system. It is the intent of this ordinance to make traffic access planning an integral part of the development process. 4.03 APPLICABILITY a. A Traffic Impact Analysis (TIA) will be required at the time of platting for land developments that are expected to meet a threshold level of change as described in Section 4.04, “When Traffic Impact Analysis (TIA) is Required”. The City reserves the right to require a TIA for land developments that do not meet the threshold requirements, but may impact a sensitive area with traffic issues or may be a known public concern. b. A Traffic Impact Analysis (TIA) will be required when there is a request to amend the Thoroughfare Plan. 4.04 WHEN TRAFFIC IMPACT ANALYSIS (TIA) IS REQUIRED a. A TIA will be required of the property owner (or designated agent) when an activity or change to the property occurs and any of the following occur: 1. More than 500 Peak Hour Trip (PHT) generation 2. More than 5,000 vehicle trips per day generation 3. More than 100 acres of property is involved 4. Any changes or alterations to the City Thoroughfare Plan b. The property owner (or designated agent) shall perform and submit to the City of The Colony Engineering Department a TIA performed at a minimum as established in Section 4.06, “Traffic Impact Analysis Requirements”. The TIA must be signed and sealed by a professional engineer, registered to practice in Texas, with experience in Transportation 96 24 Engineering sufficient to assess traffic impacts. If the thresholds established in this section are not met by the development, a memorandum with projected traffic volumes must be submitted confirming a TIA is not required. The memorandum must be signed and sealed by a professional engineering, registered to practice in Texas, with experience in Transportation Engineering sufficient to assess traffic impacts. c. The engineer conducting the study must be approved by the City of The Colony Engineering Department prior to performing the study. The City of The Colony Engineering Department must approve all TIA’s before final acceptance. After acceptance of the TIA, the review process will determine further actions. 4.05 ROLES OF APPLICANT AND CITY A TIA that is required of the applicant by the City of The Colony is part of the development review and approval process. The primary responsibility for assessing the traffic impacts associated with a proposed development rest with the applicant. The City serves in a review capacity for this process. 4.06 TRAFFIC IMPACT ANALYSIS (TIA) REQUIREMENTS a. The Traffic Impact Analysis (TIA) must be prepared and evaluated by a consultant who meets the qualifications described in Section 4.04 (b) to perform such studies. b. The analysis is required to contain at a minimum, the following: 1. Traffic Analysis Map (a) Land Use, Site and Study Area Boundaries, as defined (provide map). (b) Existing and Proposed Site Uses. (c) For TIA’s where land use is the basis for estimating projected traffic volumes, existing and Proposed Land Uses on both sides of boundary streets for all parcels within the study area (provide map). (d) Existing and Proposed Roadways and Intersections of boundary streets within the study area of the subject property, including traffic conditions (provide map). (e) All major driveways and intersecting streets adjacent to the property will be illustrated in sufficient detail to serve the purposes of illustrating traffic function. This may include showing lane widths, traffic islands, medians, sidewalks, curbs, traffic control devices (traffic signs, signals, and pavement markings), and a general description of the existing pavement condition. (f) Photographs of adjacent streets of the development and an aerial photograph showing the study area. 2. Trip Generation and Design Hour Volumes (provide table). (a) A trip generation summary table listing each type of land use, the building size assumed, average trip generation rates used (total daily traffic and a.m./p.m. peaks), and total trips generated shall be provided. 97 25 (b) Vehicular trip generation may be discounted in recognition of other reasonable and applicable modes, e.g., transit, pedestrian, bicycles. Trip generation estimates may also be discounted through the recognition of pass by trips and internal site trip satisfaction. All such estimates shall be subject to the approval of the City Engineer or designated agent. (c) Proposed trip generation calculations for single-story commercial properties shall be based on a Floor-to-Area (building size to parcel size) ratio of 0.25 or more. 3. Trip Distribution (provide figure by Site Exit/Entrance). The estimates for percentage distribution of trips by turning movements to/from the proposed development. 4. Trip Assignment (provide figure by site entrance and boundary street). The direction of approach of site-attracted traffic via the area’s street system. 5. Existing and Projected Traffic Volumes (provide figure for each item). Existing traffic volumes are the numbers of vehicles on the streets of interest during the time periods listed below, immediately prior to the beginning of construction of the land development project. Projected traffic volumes are the number of vehicles, excluding the site-generated traffic, on the streets of interest during the time periods listed below, in the build-out year. (a) A.M. Peak Hour site traffic (including turning movements) if significant impact. (b) P.M. Peak Hour site traffic (including turning movements). (c) Weekend Peak Hour site traffic (including turning movements). (d) A.M. Peak Hour total traffic including site-generated traffic and Projected Traffic (including turning movements). (e) P.M. Peak Hour total traffic including site-generated traffic and Projected Traffic (including turning movements). (f) Weekend Peak Hour total traffic including site-generated traffic and Projected Traffic (including turning movements). (g) For special situations where peak traffic typically occurs at non-traditional times, e.g., major sporting venues, entertainment venues, large specialty Christmas stores, etc., any other Peak hour necessary for complete analysis (including turning movements). (h) Total daily existing traffic for street system in study area. (i) Total daily existing traffic for street system in study area and new site traffic. (j) Total daily existing traffic for street system in study area plus new site traffic and projected traffic from build-out of study area land uses. 98 26 6. Capacity Analysis (provide Analysis Sheets in Appendices). (a) A capacity analysis shall be conducted for all public streets, intersections and junctions of major driveways with public streets, which are significantly impacted (as designated by the City Engineer or designated agent), by the proposed development within the previously defined study boundary. (b) Capacity analysis will follow the principles established in the latest edition of the Transportation Research Board’s Highway Capacity Manual (HCM), unless otherwise directed by the Transportation Services Director. Capacity will be reported in quantitative terms as expressed in the HCM and in terms of traffic Level of Service. (c) Capacity analysis will include traffic queuing estimates for all critical applications where the length of queues is a design parameter, e.g., auxiliary turn lanes, and at traffic gates. 7. Conclusions and Requirements. (a) Roadways and intersections, within the Study Area, that are expected to operate at Level of Service D, E, or F, under traffic conditions including projected traffic plus site-generated traffic must be identified and viable recommendations made for raising the traffic conditions to Level of Service C or better (Level of Service A or B). (b) Level of Service “C” is the design objective for all movements and under no circumstances will less than Level of Service “D” be deemed acceptable for site and non-site traffic including existing traffic at build-out of the study area. The City Engineer must approve a Level of Service “D”. (c) For phased construction projects, implementation of traffic improvements must be accomplished prior to the completion of the project phase for which the capacity analyses show that they are required. Plats for project phases subsequent to a phase for which a traffic improvement is required may be approved only if the traffic improvements are completed or bonded. (d) Voluntary efforts, beyond those herein required, to mitigate traffic impacts are encouraged as a means of providing enhanced traffic handling capabilities to users of the land development site as well as others. (e) Traffic mitigation tools include, but are not limited to, pavement widening, turn lanes, median islands, access controls, curbs, sidewalks, traffic signalization, traffic signing, pavement markings, etc. (f) The applicant will provide five (5) copies of the Draft Report for review and nine (9) copies of the Final Report for submittal. 8. Other Items (a) The City Engineer may require other items be included in the TIA above those listed above. 99 27 V. PAVEMENT DESIGN 5.01 STANDARD STREET AND THOROUGHFARE PAVEMENT DESIGN All new roadways within the City of The Colony shall be constructed of reinforced concrete. Asphalt pavements may be used for temporary construction if approved by the City Engineer. Table II-10 shows the required pavement thickness for rigid pavement and the subgrade requirements for certain soil conditions for various street and thoroughfare types within the City of The Colony. The procedure for using this table requires that a soils investigation be made including obtaining soil auger borings, classifying the soils encountered and determining the strength and physical properties of the underlying and supporting soils system in moisture content, and unit dry weight (see 5.02 – Geotechnical Investigation Required). For each soil classification encountered, the plasticity index shall be calculated and depending on whether the P.I. is less or more than the critical percentage shown per the Geotechnical Report findings, the subgrade design shall consist of a 6-inch Grade A, Type 1 or 2 flex base subgrade as shown in Table II-10 in accordance with Texas Department of Transportation Specification for Item 247. Proof rolling in accordance with TxDOT Specification for Item 216 shall be required prior to any placement of base materials. Table II-10 also presents the recommended pavement thickness of portland cement concrete pavement for the various street and thoroughfare types. Pavement thickness and subgrade section shall be set by minimums established in this document or the Geotechnical Report, whichever is more stringent. 5.02 GEOTECHNICAL INVESTIGATION REQUIRED A geotechnical investigation must be performed for all new developments within the City of The Colony containing public streets, private streets and private parking lots. As a minimum, the study must address the following: • general soil and groundwater conditions • earthwork recommendations • recommendations for pavement subgrade type, depth, and concentration • guidelines for concrete pavement design The investigation must be based on samples obtained from drilling or from excavations on the site. Samples must be tested in a laboratory. Tests must include as a minimum: • moisture content and soil identification • liquid and plastic limit determination • unit weight determination • Eades and Grim lime series tests • soluble sulfate tests The geotechnical investigation must be performed by a qualified geotechnical firm. A report with findings and recommendations must be prepared. The report shall bear the seal of a licensed engineer in the State of Texas. The report shall contain bore logs extending from the surface into shale or hard rock. 5.03 GUIDELINES FOR STABILIZATION OF SUBGRADE SOILS CONTAINING SULFATES The City standard subgrade section shall be a minimum 6-inches of Grade A, Type 1 or 2 Flex Base per Texas Department of Transportation Item 247 specifications. Under limited conditions, and only at the direction of the City, lime stabilized subgrade may be considered. Lime induced 100 28 heaving has been a cause of pavement failures in the North Texas area. Basically four components are the culprits in sulfate induced stress in stabilized soils: calcium, aluminum, water, and sulfates. Together, and in the proper combination, these components will produce calcium-aluminate-sulfate-hydrate minerals with an expansion potential as large as 250%. The best approach when dealing with lime stabilization of clay with significant soluble sulfate content is to force the formation of the deleterious minerals prior to compaction. If these minerals form during the mellowing period before placement and compaction, no damage will be done to the pavement. This can be done by providing adequate mellowing time (time delay between application of stabilizer and compaction of the stabilized soil) and with addition of adequate water. Generally if the total level of soluble sulfates is below 3,000 ppm, by weight of soil, then lime stabilization is not of significant concern. Sulfate levels of moderate to high risk are those between 3,000 ppm and 10,000 ppm. These soils should be treated by the double lime application method. In this method one-half of the lime is mixed with the soil and excess water. Mixing water should be applied to bring the soil to at least 3% to 5% above optimum for compaction and maintained at that level through the mellowing period. The mellowing period should be at least 72 hours. After that time, the second half of the required lime is mixed followed by compaction. Double treatment does not require twice the required lime, but rather the required lime placed in two separate treatments. Sulfate levels of high risk, between 8,000 ppm and 10,000 ppm, should be treated with a double application of lime as required for moderate to high risk soils, but the mellowing period should be extended to a minimum of 7 days. Soils with a sulfate level higher than 10,000 ppm are not suitable for lime stabilization. Other strategies for dealing with these soils may include removal and replacement or blending with other soils to reduce the concentration of sulfates. The geotechnical report must recommend alternative strategies for subgrades with high levels of sulfates. Alternative strategies are subject to approval by the City Engineer. The above guidelines were obtained from a paper and sponsored by the Lime Association of Texas, dated August 2000, and titled “Guidelines for Stabilization of Soils Containing Sulfates”. 5.04 ALTERNATE PAVEMENT DESIGN The Department of Engineering will consider an alternate pavement design in lieu of selecting a design from Table II-10, particularly when there are circumstances which warrant an individual design. When elimination of stabilized subgrade is desired, a minimum of two (2) additional inches of concrete above either the City’s standard or Geotechnical recommendation (whichever is more stringent) will be required. 101 29 TABLE II-9 STANDARD STREET AND THOROUGHFARE PAVEMENT DESIGN Subgrade Requirements P.I. less P.I. = 15 or Conc. Facility Type Usual Crown Than 15 Greater (1) Pvmt. (2) Private Parking Lot 6” Compacted (3) 6” Flex Base 5” Fire Lane and Driveways 6” Compacted (3) 6” Flex Base 6” Alley 4” Inverted 6” Compacted (3) 6” Flex Base 7” Residential A 5” 6” Compacted (3) 6” Flex Base 6” Collector 2U-C 5” 6” Compacted (3) 6” Flex Base 8” Collector 4U-B 6” 6” Flex Base 6” Flex Base 10” 4U-A 8” 6” Flex Base 6” Flex Base 10” Major 6D-A, 6D-B, and 4D-C ¼” /ft. 6” Flex Base 6” Flex Base 10” Regional Major R6D-A, and R8D-A ¼”/ft. 8” Flex Base 8” Flex Base 10” Conc. over 4” HMAC NOTE: 1) Grade A, Type 1 or 2 Flex Base per TxDOT Item 247 2) Twenty-eight day concrete compressive strength shall not be less than 4,000 psi. 3) On-site or imported soil compacted per Geotechnical recommendations. VI. PERMANENT LANE MARKINGS 6.01 PAVEMENT MARKINGS PLAN Permanent lane markers shall be installed in accordance with the pavement markings plan and Pavement Marking Standard Details. All pavement markings located within City right-of-way must be thermoplastic. No paint shall be permitted. VII. LANDSCAPING IN PUBLIC RIGHT-OF-WAY 7.01 GENERAL All unpaved public medians and parkways shall be landscaped with a minimum of four inches of topsoil, sodded or seeded in accordance with seeding requirements in the standard details and irrigated with a properly designed and installed system. A 3-ft mulched clear zone shall be located along the back of curb for planting beds adjacent to the roadway. Plans for irrigation in the public medians and parkways shall be submitted to The Colony Parks Department. The Parks staff will review and comment on the system prior to submittal for the irrigation permit. The Building Official will review the final irrigation plan and issue the irrigation permit. All irrigation plans must meet TCEQ requirements and City of The Colony water standards. Site distance 102 30 triangles shall be determined at each median nose and intersection with height for plantings restricted to less than 3-ft at maturation within that zone. 7.02 METERING All water usage shall be metered and paid for by the developer until landscaping is accepted by the City. Developers shall pay administrative fees, meter costs, and meter deposits, but shall be exempt from impact fees for meters installed on City right-of-way. The developer shall install a reduced pressure zone (RPZ) backflow assembly enclosed in an above-ground enclosure box in accordance with the Standard Details on the service side of the meter. Within medians, no plantings or irrigation facilities shall be permitted within areas five feet or less in width or in median noses. Those areas shall be covered with stained and stamped concrete in accordance with the Standard Details. 7.03 OTHER REQUIREMENTS a. Minimum landscape requirements will be established by the Planning Department. Recommended and prohibited plant materials are included in City Codes. b. Trees or upright plantings must not be planted within 30 feet of intersections or utility poles. City staff may require greater setback for safety based on line of sight issues. c. An 8-inch wide concrete mow strip shall be installed between all planting beds and grassed areas. d. Seeded or sodded areas of medians shall be bermed a minimum of 6 inches. e. Only trees with a mature height less than 30 feet may be planted closer than 20’ either side of an overhead line. No trees shall be directly under utility lines. f. Trees planted within the medians of divided roadways that are ultimately planned for widening by constructing additional lanes in the median shall not be planted within the path of future lanes. Trees shall not be planted within five (5) feet of existing or proposed curbs. Future lanes widening shall be shown on the landscape plans. g. Trees shall not be planted within five feet of existing or proposed water lines. h. Irrigation systems shall be designed to meet all other City Ordinances. i. No shade trees shall be allowed within City right-of-way. 7.04 PLAN SUBMITTAL REQUIREMENTS Landscape construction plans shall be submitted as part of the overall construction plans associated with the related project. Plans shall be consistent with Planning Department, zoning, and City standards. Plans shall bear license seal of the landscape architect. Irrigation plans must be stamped by a licensed irrigator. The plans shall include the following: a. A scale drawing (1” = 40’ or 1” = 20’), prepared on 22” by 34” or 24” by 36” sheets clearly indicating the location, type, size and description of all proposed landscape materials and existing utilities. 103 31 b. The name of the project, name and address of the Developer, north arrow, scale, and legend. c. The configuration, location, type and size of all irrigation, piping heads and controllers. d. All details necessary to provide a constructible installation. 7.05 OWNERSHIP AND MAINTENANCE a. Upon final acceptance, all landscape and irrigation materials within medians and right-of- way shall become the property of the City. b. Landscape areas within right-of-way shall be maintained by the Developer or Owner for a minimum of one year. After one year the City will assume responsibility if 80% grass cover is obtained and all plantings are in a healthy condition. Developer maintenance will continue until adequate coverage is obtained. VIII. STREET LIGHT REQUIREMENTS 8.01 GENERAL Street lights shall be installed in all new subdivisions. The Developer shall pay the costs for all street lighting. Street light luminaries shall be Light-Emitting Diode (LED). Street light materials and design shall be approved by the Director of Engineering. 8.02 STREET LIGHT REQUIREMENTS BY STREET CLASSIFICATION Street light installations will vary according to the classification of street. In general installations will be as follows: a. Residential Streets: For residential streets, street lights shall be installed at each intersection, at major curves, at ends of cul-de-sacs, and at intervals of between 200 and 400 feet. Luminaires shall be either 55 Watt LED and mounted on poles at least 11 feet high as shown on standard details for street lights. b. Collector Streets: For collector streets, street lights shall be installed at each intersection, at major curves, and at intervals of between 200 and 400 feet. Luminaires shall be either 55 Watt LED and mounted on poles at least 11 feet high with pole type to be approved by the Director of Engineering. c. Major Arterials: For major arterial streets, street lights shall be installed at each intersection, at major curves, and at intervals of between 200 and 300 feet. Luminaires shall be either 150 Watt LED and mounted on poles at least 30 feet high with pole type to be approved by the Director of Engineering. Where a major arterial traverses a single- family neighborhood light fixtures shall be either 55 Watt LED and mounted on poles at least 11 feet high with pole type to be approved by the Director of Engineering. d. External lighting for parking lots must conform to the following standards: (a) All light fixtures serving parking lots must be cut-off fixtures as defined by the Illuminating Engineering Society of North America (IESNA). (b) Mounting height for light fixtures must not exceed fifteen (15) feet. 104 32 (c) Lighting intensity must not exceed 0.6 foot-candles when measured at grade at the property line. (d) Areas around pump islands and under canopies must be illuminated so that the minimum horizontal illuminance at grade level is no more than twenty-five (25) foot-candles and the maximum horizontal illuminance at grade level is no more than thirty-five (35) foot-candles. (e) Light fixtures mounted on canopies must be recessed so that the lens cover is recessed or flush with the bottom surface (ceiling) of the canopy and/or shielded by the fixture or the edge of the canopy so that light is restrained to no more than eighty-five (85) degrees from vertical. (f) As an alternative to recessed ceiling lights, indirect lighting may be used where light is beamed upward and then reflected down from the underside of the canopy. In this case light fixtures must be shielded so that direct illumination is focused exclusively on the underside of the canopy. (g) Light may not be mounted on the top of sides (fascias) of the canopy, and the sides of the canopy may not be illuminated. (h) Measuring of lighting levels shall be in accordance with the following: (i) Metering equipment. Lighting levels shall be measured in foot-candles with a direct reading, portable light meter. (ii) Method of measurement. The meter sensor shall not be more than six (6) inches above ground level in horizontal position. The reading shall be taken only after the cell has been exposed long enough to provide a constant reading. i) A photometric plan describing compliance will the provisions of this section shall be submitted to the City prior to plan approval. 8.03 STREET LIGHT LOCATIONS Street lights shall be installed in the public right-of-way, in a location at least three (3) feet behind the face of curb. Where there is no curb, street lights shall be installed at least eight (8) feet from the edge of pavement. Street lights on major arterials shall be installed in the median, where a median exists. In conjunction with the development of any subdivision, street light location and installation shall be coordinated with Oncor or CoServ Electric and the Director of Engineering. Refer to the City’s Street Light Standard Details for fixture type, pole type, and color. Installations in state right-of-way shall be coordinated with TxDOT and the Director of Engineering. 8.04 PLAN SUBMITTAL REQUIREMENTS Street light plans shall be submitted as part of the overall construction plans associated with the related project. The plans shall include the following: a. A layout of the entire subdivision showing the location of each street light. b. A plan for the location of underground conduits. All street lights shall be served by underground electric unless approved in writing by the Director of Engineering. All wiring shall be placed in minimum two (2) inch schedule 40 PVC conduit. d. Standard street light details. 105 33 8.05 COSTS The developer shall be responsible for the street lights, fixtures, poles and all engineering plan preparation costs required for installation of street lights. IX. GENERAL TRAFFIC SIGNAL DESIGN REQUIREMENTS 9.01 GENERAL TRAFFIC SIGNAL DESIGN REQUIREMENTS This section provides the basic elements to design a traffic signal for the City. All signal design shall conform to the latest TxDOT signal standards where applicable. All signal designs shall conform to all ADA requirements. Signal design shall require City specified traffic signal cabinet, controller, equipment cameras, and detection equipment as approved by the Engineering Director. a. Site Survey A site survey shall be conducted, and the construction plans should include the following items within 300 feet of the intersection: i. Existing conditions, including the roadway, sidewalks, inlets, and right of way. ii. Dimension the locations of all poles, pedestals, signpost, and cabinets from back of curb. Locate all other utilities to ensure no conflict with the foundations. Revise the design as needed to avoid utility conflicts. iii. All existing signs. iv. All existing pavement markings. v. All existing signal features including signal shafts/poles, mast arms, pedestals, pushbuttons, sign post, signal symbols, pull boxes, conduits, signal cabinet, and other physical features. vi. Overhead and underground utilities. If overhead lines appear to conflict with a new signal installation, measure the height of the lines above the ground at the points of conflict. b. Design Layout The design layout shall include the following information: i. Lay out crosswalks to match ramp locations. ii. Show all proposed signs. iii. Locate signal poles/pedestals so that vehicle and pedestrian signals are properly oriented and pedestrian pushbuttons meet ADA requirements. When possible, mount pedestrian signals on signal poles. If signal poles are too far from crosswalks for proper pushbutton placement use pushbutton pedestals. A signal pole/pedestal summary table shall be provided including all foundation information. iv. Placement of signal heads shall meet TMUTCD requirements and shall be in clear view of approach vehicles. The signal heads should be located in the center of the travel lane. A summary table for signal head positions on the mast arm shall be provided. v. Locate necessary unique features, such as flashing beacons, streetlights, or any aesthetic components. vi. Locate existing and proposed right of way and/or easements. vii. Proposed power source and new controller cabinet locations. They should be located on the same corner if possible, with adequate corner clearance for traffic turning right. 106 34 viii. Provide a legend defining all elements including but not limited to signal displays, signs, and all equipment. c. Pull Boxes i. Pull boxes shall be placed at the back of curb and constructed with a 10 inch concrete apron ii. One pull box shall be located on every corner. iii. Where conduits will be bored, a pull box shall be provided on each end of the conduit section. iv. Poles and pedestal bases shall not be used in place of pull boxes. v. A pull box shall be used for changes in conduit size or type. vi. Supplemental pull boxes shall be used when a feature is more than 20 feet from one of the pull boxes required above. vii. Every conduit run shall terminate in a pull box. d. Conduit i. Conduit for the power service shall be 2 inch Schedule 40 PVC conduit. It shall run directly from the service enclosure into the signal cabinet foundation. ii. Power conduits shall not share with other conductors. iii. Except otherwise noted, underground conduit shall be PVC. Conduit on poles may be either rigid metal conduit or electrical metal tubing (EMT). iv. Signal conduit under streets shall be 4-inch. v. Conduit shall be terminated using 90-degree elbows. vi. Conduit under existing streets shall be installed using the horizontal directional boring process. vii. Provide conduit run summary table. e. Signal Phasing Design i. Signal phasing diagram with NEMA phase numbers. ii. Definitions of signal face control by NEMA phases and overlaps. iii. Identify all signal heads with unique number. iv. For unusual phasing or sequences, provide a detailed explanation. v. Provide detector connection chart for all detection. vi. Provide a wire termination chart. 9.02 ILLUMINATED STREET SIGNS a. Signs i. Furnish and install all sign panels for mounting on signal poles, mast arms, and span wires. ii. Fabricate the sign panels in accordance with directions provided in TxDOT Item 636 (but subsidiary to TxDOT Item 680), and mount with Astro-Sign Brac, Signfix aluminum channel, or equal approved by the Engineering Director. iii. Illuminated street signs shall be Duralight ILSN signs with prior mock up drawings approved by The City. iv. Submit five (50 sets of shop drawings for signs. 107 35 CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART III - DRAINAGE 108 36 109 37 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART III - DRAINAGE I. HYDROLOGY 1.01 METHODS OF DETERMINING DESIGN DISCHARGE The Rational Method for computing storm water runoff is to be used for the hydraulic design of facilities serving a drainage area of less than 200 acres. For drainage areas 200 acres to 600 acres, the runoff is to be calculated by both the Rational Method and the Unit Hydrograph Method with the larger of the two values being used for hydraulic design. For drainage areas of 600 acres and larger, the Unit Hydrograph shall be used. The design of all drainage facilities shall be based on ultimate development of upstream drainage areas. 1.02 DESIGN CRITERIA a. Design According to Rational Formula When calculating the quantity of storm runoff, rainfall intensity will be determined from the U.S. Department of Commerce Technical Paper No. 40, "Rainfall Frequency Atlas of the United States". For design of hydraulic facilities in the City of The Colony, the applicable formulas are as follows: I = b (Tc + d)e where: Tc = Time of concentration (minutes) I = Rainfall intensity (in/hr) b, d, & e = Constants for the design frequency storm The coefficients for the above equation are presented in Table III-1. TABLE III-1 RAINFALL INTENSITY CONSTANTS Rainfall Frequency 2-year 5-year 10-year 25-year 50-year 100- year b 51 65 77 90 102 107 d 8.0 8.5 8.5 8.5 8.5 8.0 e 0.789 0.777 0.779 0.781 0.780 0.769 110 38 9/12/2023 5:35:18 PM The storm frequency used for this determination will be according to the facility to be designed as listed in Table III-2. Emergency overflows where used are to be located at sags and T-intersections of streets and designed to prevent erosion and surface water damage. TABLE III-2 DESIGN FREQUENCY FOR DRAINAGE FACILITY TYPE Drainage Facility Storm Frequency Closed conduit storm drains with emergency overflow (within the ROW and drainage easement) to give a combined capacity of the fully developed, 100-year frequency. 10 years (Closed System) Closed conduit storm drains with no emergency overflow. 100 years A minimum of 2 feet freeboard above the fully developed, 100- year water surface elevation for earth channels. A minimum of 1 foot freeboard above the fully developed, 100-year water surface elevation for lined channels. 100 years Culverts (pipe or concrete box). 100 years Bridges, low point bridge beams or similar bridge deck supporting structure to be 2 feet above the fully developed, 100-year flood. 100 years b. Unit Hydrograph Methods The unit hydrograph technique is used to transform rainfall excess to sub-basin runoff. Two techniques are used, depending on the size of the sub-basin, to develop synthetic unit hydrographs. These methods are the dimensionless and Snyder unit hydrographs. The dimensionless unit hydrograph can be used for all sub-basins where the total basin (i.e., total area of all sub-basins at the design point) is draining less than 2,000 acres (3.13 sq mi). Snyder’s unit hydrograph can be used for all sub-basins where the total basin is draining greater than 2,000 acres. The hydrograph methodologies presented herein are employed in the HEC-1 or HEC- HMS computer program. HEC-HMS (latest version) should be used for hydrologic modeling. Justification must be provided, and permission obtained, to use other models. Most FEMA accepted models will be allowed, especially if necessary to match previously approved studies. All other models shall be converted. For a current listing of FEMA accepted models go to https://www.fema.gov/flood-maps/products- tools/numerical-models/hydrologic. 1. Dimensionless Unit Hydrograph The dimensionless unit hydrograph can be used for all sub-basins where the total basin is draining less than 2,000 acres. A single parameter, time of lag (Tl), is used to determine the shape of the unit hydrograph. Tl is the lag time from the center of mass of the rainfall excess to the peak of the unit hydrograph. Tl is calculated as 0.6 times the time of concentration (Tc) for the sub-basin. The peak flow (Qp) and time to peak (Tp) are computed as: 111 39 9/12/2023 5:35:18 PM clTT6.0= lpTtT+=5.0 p p T AQ484= where: Tl = Time of lag, hours (hrs); Tc = Time of concentration, hrs; Tp = Time of peak, hrs; t = Time step, hrs; Qp = Peak flow, cfs; and A = Sub-basin area, square miles (sq mi). TABLE III-3 RATIOS FOR DIMENSIONLESS UNIT HYDROGRAPH Time Ratios (t/Tp) Discharge Ratios (Q/Qp) 0 .000 .1 .030 .2 .100 .3 .190 .4 .310 .5 .470 .6 .660 .7 .820 .8 .930 .9 .990 1.0 1.000 1.1 .990 1.2 .930 1.3 .860 1.4 .780 1.5 .680 1.6 .560 1.7 .460 1.8 .390 1.9 .330 2.0 .280 2.2 .207 2.4 .147 2.6 .107 2.8 .077 3.0 .055 3.2 .040 3.4 .029 3.6 .021 3.8 .015 4.0 .011 4.5 .005 5.0 .000 112 40 9/12/2023 5:35:18 PM The ordinates of the unit hydrograph (Q) are computed from the data in Table III-3 at any time t as a ratio of the peak flow rate (Q/Qp). The time of concentration is to be calculated as herein. The time step, or time of incremental rainfall, should not be greater than t <=0.29 Tl. 2. Snyder Unit Hydrograph Snyder’s unit hydrograph can be used for all sub-basins where the total basin is draining greater than 2,000 acres. Two parameters, Snyder’s Tl and Cp, are used to determine the peak flow, time of peak, and widths of the unit hydrograph at 50 percent and 75 percent of the peak flow. The peak flow is computed as: Qp = 640 Cp lT A where: Tl = Lag time from the midpoint of the unit rainfall duration to the peak of the unit hydrograph, hrs; Cp = Snyder’s coefficient that accounts for flood wave and storage in the sub-basin; Qp = Peak flow rate, cfs; and A = Sub-basin area, sq mi. A value of 0.72 shall be used for Cp. Tl is known to be a function of a parameter (i.e., Ct ) with an unknown value that accounts for sub-basin slope and storage. Since the Snyder method does not produce a complete hydrograph, Clark’s unit hydrograph method is used with Snyder’s Tl and Cp to compute a complete unit hydrograph. First, Snyder’s Tl and Cp are used to estimate initial Clark parameters. A unit hydrograph is generated using the Clark method with the estimated Clark parameters. Snyder parameters are then computed from the Clark unit hydrograph. The Clark parameters are then adjusted to reduce the error between the Snyder parameters (Cp and Tl) and the Snyder parameters computed with the Clark unit hydrograph (Cp’ and Tl’). The Snyder parameters are computed from the Clark unit hydrograph using: Cp’ = Qp (Tp – 0.5 t ) / (C A) Tl’ = 1.048 (Tp – 0.75 t ) where: Cp’, Qp, Tl’, t , A, and Tp are as previously defined; and C = Conversion factor. Since Tl is a function of Ct, which has an unknown value, one of two direct procedures are to be used to determine Tl. These methods are the time of concentration method and the Dallas-Fort Worth urbanization curves method. 113 41 9/12/2023 5:35:18 PM If the sub-b7asin has an area of less than 1,000 acres (1.56 sq mi), the time of concentration (Tc) method shall be used to determine Tl. Snyder’s lag time, Tl, is calculated as follows: Tl = 0.6 Tc where: Tc = Time of concentration (hrs) For sub-basins draining greater than 2,000 acres, the Dallas-Fort Worth urbanization curves shall be used to determine Tl. To determine Tl, first determine the percent urbanization of the sub-basin (use 100 percent for fully developed) and a sub-basin parameter, N; where: 5.0 st ca S LLN= where: N = Sub-basin parameter; L = Stream distance from the downstream point of design to the upper limit of the sub-basin, mi.; Lca = Stream distance from the downstream point of design to the centroid of the sub-basin, mi.; Sst = Weighted slope of the flow path from 0.10L to 0.85L, ft/mi. Tl values for clay and sandy soils as a function of N and percent urbanization are calculated as follows: 100 %)(log3833.0 1010 URBBWIN l pT ×-+× = where: Ip = -0.02687 for clay soils and 0.24304 for sandy soils, these are the calibration points defined as the log of Tp where 1)5.0(log10 =×× ss ca S LL and URB = 0%, hrs; BW = 0.30103 for clay soils and 0.26991 for sandy soils, these are the log of the width between each 20 percent urbanization line; and %URB = Percent urbanization within the sub-basin. If the sub-basin has both clay and sandy soils, an area-weighted value of Tl should be used. 3. Synthetic Storm A synthetic storm time-distribution, i.e. hyetograph, is developed based on depth- duration data using a triangular distribution centered on the mid-point of the total storm duration. The point depth-duration data in Table III-4 shall be used to develop hyetographs. Since the rainfall depths are at points, these values should be adjusted per Figure 15 in TP-40 if the drainage area is greater than 9.6 sq mi. 114 42 9/12/2023 5:35:18 PM If necessary, other frequency storms shall be determined, using methodologies specified in Bulletin #17B, Flood Flow Frequency. A minimum 5-minute rainfall depth and 3-hour storm duration is to be used for all sub-basins where the total basin is draining less than 200 acres. A minimum 15- minute rainfall depth and 24-hour storm duration is to be used for all sub-basins where the total basin is draining greater than 200 acres. TABLE III-4 DEPTH-DURATION DATA Return Point Rainfall Depths (inches) Period (years) 5-min 15-min 1-hr 2-hr 3-hr t-hr 12-hr 24-hr 1 0.39 0.76 1.49 1.81 1.99 2.41 2.80 3.21 2 0.49 1.04 1.85 2.22 2.45 2.91 3.45 3.95 5 0.57 1.22 2.45 3.00 3.30 3.90 4.70 5.40 10 0.63 1.36 2.86 3.55 3.85 4.65 5.50 6.40 25 0.73 1.56 3.35 4.15 4.55 5.45 6.50 7.50 50 0.80 1.71 3.82 4.65 5.15 6.20 7.35 8.52 100 0.87 1.87 4.25 5.20 5.70 6.92 8.40 9.55 500 1.00 2.20 5.40 6.60 7.40 8.80 10.50 12.00 . c. Rainfall Excess Regardless of which methodology is used precipitation losses occur due to evaporation, interception, depression storage and infiltration. The losses are evaluated and subtracted from the total rainfall amount to determine the rainfall excess. The rainfall excess is the portion of the rainfall that reaches the storm drainage system. Rainfall excess shall be determined by one of these two loss methodologies: Curve Number (CN) loss model or initial and constant-rate loss model, and shall at a minimum, comply with FEMA Guidelines and Specifications for Flood Hazard Mapping Partners. The CN approach shall be used in conjunction with the SCS Dimensionless Unit Hydrograph technique (Section 5.4A) and the initial and constant-rate method shall be used with the Snyder’s Unit Hydrograph technique (Section 2). The types of soils in a sub-basin are determined from the latest versions of the Soil Survey of Denton County, Texas. Soils in Hydrologic Soil Groups A and B are sandy soils, while soils in Hydrologic Groups C and D are clay soils. Copies of this information are available at the office of the City Engineer or online. Curve Number (CN) For the Curve Number method a single parameter, CN, is used to evaluate the loss rate. Table III-5 contains CN values based on type of soil and type of land use. If the CN value varies for a sub-basin, an area-weighted CN value must be determined. 115 43 9/12/2023 5:35:18 PM The percent imperviousness of the sub-basin is included in the CN values for urban and residential districts. For all other land uses the percent impervious shall be determined by the engineer and applied to the base curve number found in Table III-5. For sub-basins with more than one land use, an area-weighted percent impervious is to be used. Initial and Constant-Rate Three parameters, an initial loss, a constant loss rate and a percent impervious, are used in the initial and constant-rate method to compute losses. In areas assumed to be pervious all rainfall is lost until the volume of the initial loss is satisfied then rainfall is lost at the constant rate for the remainder of the hyetograph. In areas assumed to be impervious no losses occur. The initial and constant-rate parameters are determined based on the type of soil (i.e., clay or sand) in the sub-basin. When the sub-basin has both clay and sandy soils area- weighted values should be used for the initial loss and constant loss rate parameters. This method is most appropriate when calibration data is available but previous investigations can be used to estimate parameters. In absence of gage data or previous investigations the default values in Southwest Fort Worth Hydrology (SWFHYD or NUDALLAS) can be used. Those values can be found in Table III-6. If values other than the recommended ones are used, documentation is required justifying their use. 116 44 9/12/2023 5:35:18 PM TABLE III-5 RUNOFF CURVE NUMBERS FOR URBAN AREAS ----------------------------------------Cover description---------------------------------------- Curve numbers for ----Hydrologic soil group ----- Average percent Cover type and hydrologic condition Impervious area A B C D Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries. etc.) Poor condition (grass cover < 50%) ................................. 68 79 86 89 Fair condition (grass cover 50% to 75%) .......................... 49 69 79 84 Good condition (grass cover > 75%) ................................ 39 61 74 80 Impervious areas Paved parking lots, roofs, driveways, etc. (excluding right-of- way) ................................................................................. 98 98 98 98 Streets and roads Paved; curbs and storm sewers (excluding right-of-way).. 98 98 98 98 Paved; open ditches (including right-of-way) .................... 83 89 92 93 Gravel (including right-of-way) ......................................... 76 85 80 91 Dirt (including right-of-way) .............................................. 72 82 87 89 Western desert urban areas: Natural desert landscaping (pervious areas only) ..................... 63 77 85 88 Artificial desert landscaping (impervious weed barrier, desert shrub with 1- to 2-inch sand or gravel mulch and basin borders) ........................................................................... 96 96 96 96 Urban districts: Commercial and business ........................................................ 85 89 92 94 95 Industrial .................................................................................. 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses) ................................................. 65 77 85 90 92 1/4 acre ................................................................................... 38 61 75 83 87 1/3 acre ................................................................................... 30 57 72 81 86 1/2 acre ................................................................................... 25 54 70 80 85 1 acre ...................................................................................... 20 51 68 79 84 2 acres..................................................................................... 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only, no vegetation) ........................................ 77 86 91 94 Idle lands (CN’s are determined using cover types similar to those in table 2-2c) 1Average runoff condition, and Ia=0.282The average percent impervious area shown was used to develop the composite CN’s. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN’s for other combinations of conditions may be computed using figure 2-3 or 2-4. 3CN’s shown are equivalent to those of pasture. Composite CN’s may be computed for other combinations of open space cover type. 4Composite CN’s for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98) and the pervious area CN. The pervious area CN’s are assumed equivalent to desert shrub in poor hydrologic condition. 5Composite CN’s to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impervious area percentage) and the CN’s for the newly graded pervious areas. 117 45 9/12/2023 5:35:18 PM TABLE III-6 RECOMMENDED INITIAL AND CONSTANT-RATE LOSSES Sand (Group A & B) Clay (Group C & D) Initial Constant Initial Constant 1 year 2 year 5 year 10 year 25 year 50 year 100 year 500 year SPF 2.10 2.10 1.80 1.50 1.30 1.10 0.90 0.60 0.60 0.26 0.26 0.21 0.18 0.15 0.13 0.10 0.08 0.08 1.50 1.50 1.30 1.12 0.95 0.84 0.75 0.50 0.50 0.20 0.20 0.16 0.14 0.12 0.10 0.07 0.05 0.05 The percent impervious input represents the percentage of the sub-basin covered by impervious cover such as streets, parking lots and structures. All precipitation on the areas is considered excess and unlike the CN technique the impervious areas must be accounted for independently of the pervious land uses. Recommended percent impervious values can be found in Table III-7 below. TABLE III-7 RECOMMENDED PERCENT IMPERVIOUS VALUES Land use Approximate Percent Impervious Undeveloped 0% Residential 1/8 Acre 1/4 Acre 1/3 Acre 1/2 Acre 1 Acre 2 Acre 65% 38% 30% 25% 20% 12% Commercial 85% Industrial 72% d. Design According to FEMA-FIA Requirements All streams having floodway or flood plain designation by FEMA-FIA must be designed to meet the requirements of these agencies and the City of The Colony's Flood Prevention Ordinance. 118 46 9/12/2023 5:35:18 PM 1.03 RUNOFF COEFFICIENTS AND TIME OF CONCENTRATION Runoff coefficients, as shown in Table III-8, shall be the minimum used, based on total development under existing land zoning regulations. Where land uses other than those listed in Table III-8 are planned, a coefficient shall be developed utilizing values comparable to those shown. Larger coefficients may be used if considered appropriate to the project by the Engineer. Times of concentration shall be computed as shown in Chapter 5, HYDROLOGY, of the Texas State Department of Highways and Public Transportation, "Hydraulic Design Manual", latest edition. II. DESIGN OF DRAINAGE FACILITIES 2.01 FLOW IN GUTTERS AND INLET LOCATIONS Storm drain conduits in streets shall begin at the point where the depth of flow based on a 10- year storm exceeds the top of curb, or the spread of water exceeds the limits as set forth below. For pavement sections that do not have curbs, including alleys, the 100-year storm shall be contained in the right-of-way. The combined capacity of the storm drain conduit and street right- of-way must always exceed the discharge from the 100-year storm. For systems draining large areas, the combined capacity may be exceeded by the 100-year storm. At the point the capacity is exceeded, additional inlets must be provided to intercept overflow so that the 25-year storm is conveyed in the storm drain conduit. 2.02 FLOW IN DRIVEWAYS AND INTERSECTIONS Where possible, inlets should be placed upstream of street intersections to prevent large amounts of water flowing across the intersection. No more than 4.0 cfs may cross an intersection in a 10- year flood. In no event shall surface drainage from a 10-year frequency flood be permitted to cross any street classified as a collector or major thoroughfare. A maximum of 1.0 cfs may cross a thoroughfare at an intersection with another thoroughfare or collector. At an intersection, only one street shall be crossed with surface drainage and this street shall be limited to local streets. Not more than 5.0 cfs may discharge to a street from a driveway or alley during a 10-year storm and in no case shall the flow entering the street cause the capacity of the street to be exceeded downstream. The use of the street for carrying storm water shall be limited to the following: SPREAD OF WATER - 10 YEAR STORM FREQUENCY • Major thoroughfares (divided) - One traffic lane on each side to remain clear. • Collector streets - One traffic lane to remain clear. • Residential streets - Six inch (6") depth of flow at curb or no lanes completely clear. • Alleys - Contained within the paved surface. 119 47 9/12/2023 5:35:18 PM TABLE III-8 RUNOFF COEFFICIENTS AND INLET TIMES RUNOFF MIN. INLET MAX. INLET COEFFICIENT TIME IN TIME IN ZONE ZONING DISTRICT NAME "C" MINUTES MINUTES SF Single-Family Dwelling District 0.50 15 30 D Duplex Dwelling District 0.60 15 30 TH Townhouse Dwelling District 0.80 10 25 MF-1 Multiple Family Dwelling District 1 0.80 10 25 MF-2 Multiple Family Dwelling District 2 0.80 10 25 PD Planned Development District Variable* Variable* Variable* MH Mobile Home District 0.55 15 30 A Agricultural District 0.30 20 30 P Parking District 0.95 10 15 O-1 Office District 0.90 10 15 O-2 Office District 0.90 10 15 NS Neighborhood Service District 0.95 10 15 SC Shopping Center District 0.95 10 15 GR General Retail District 0.95 10 15 LC Light Commercial District 0.90 10 25 HC Heavy Commercial District 0.90 10 25 I Industrial District 0.90 10 25 BP Business Park 0.90 10 15 NON-ZONED LAND USES RUNOFF MIN. INLET MAX. INLET COEFFICIENT TIME IN TIME IN LAND USE "C" MINUTES MINUTES Church 0.85 10 25 School 0.75 10 25 Park 0.40 15 30 Cemetery 0.50 15 30 Street & Highway Right-of-Way 0.95 10 15 *Based on equivalent zoning district classification. 120 48 9/12/2023 5:35:18 PM 2.03 CAPACITY OF STREETS AND ALLEYS Flow In Gutters The drainage capacities of streets and alleys shall be determined by Manning's Formula using an 'n' value of 0.016. Streets and alleys shall be designed to flow within the pavement during a ten (10) year flood. When street and alley slope is less than 5 feet per 1,000, the hydraulic capacity of the street and right-of-way shall be determined assuming a slope of 3 feet per 1,000. Where a flow of water is required to turn in direction, the height of the pavement against which the water is directed shall not be less than the depth of water flow plus the velocity head of the water plus 2 inches. Where water is discharged from a street or alley directly into an open watercourse, it shall be discharged through an approved type of inlet or through a concrete lined structure with an energy dissipator if the velocity exceeds 6 fps. Computed pavement flow depths within the pavement and right-of-way shall be shown on the plans in tables with the location (include sags and false sags), flood frequency, flow, type and size of street or alley, and slope of street or alley. There shall be two tables of pavement flow depths, one for the 10-year on-grade and 25-year at sag and the other for the 100-year flood. When street grade is less than 0.50%, inlets shall be provided to remove storm water from the street such that flows at sump inlets do not exceed the values presented in Table III-9. Split curb gutters shall be appropriately analyzed for area, wetted perimeter, and hydraulic radius for use in Manning’s formula. Streets and alleys on grade shall be designed to flow within the pavement for the 10-year flood and the 100-year flood shall be contained within the right-of-way (ROW). If adjacent structures have finished floors lower than two feet below the top of the curb or pavement and the flow is subcritical, then the 100-year flood shall be maintained within the pavement. If the 100-year flow is supercritical and the adjacent structures are lower than two feet below the top of curb then the energy grade line must be contained within the pavement. Streets at sags shall be designed to flow not more than curb deep for the 25-year flood and the 100-year flood shall be contained within the ROW. At sags in alleys, the 100-year flood shall be contained within the pavement. At sags, split curbs, where grades are 1.0-percent or less, and other locations where grades are relatively flat it shall be demonstrated that the 10-year flood is within the pavement and the 100-year flood is conveyed within the ROW. TABLE III-9 MAXIMUM FLOW AT SAGS Maximum Flow (cfs) Type of Street Flow Confined to Street Flow Confined to ROW Alley 2.5 2.5 31’ B-B 12.2 35.2 37’ B-B 9.1 33.5 41’ B-B 10.1 37.3 2x25’ B-B Divided 25.5 65.6 Note: B-B = back of curb to back of curb. Data in table are the total flow in both gutters (or both sides of divided street) from one direction and are not applicable to streets with split curbs. 121 49 9/12/2023 5:35:18 PM At sags in streets, the 25-year flood shall be collected in the storm drain with a concrete channel for the 100-year overflow. As an option, the 100-year flood may be collected in the storm drain with an earthen overflow swale. The swale shall have maximum 25-percent side-slopes and be in a 15’ drainage easement. In all cases, the downstream storm drainage system shall be adequate to collect and convey the flow. At sags in alleys the 100-year flood shall be collected in a storm drain with an earthen overflow swale. Special cases arise when a street is designed with “false sags”. A false sag is a sag that has a high point adjacent to it and the elevation of the high point is less than 6 inches above the elevation of the low point. If the flow backups at the inlets in a false sag, it can overflow the adjacent high point and continue down grade in the ROW; thereby, minimizing the depth of flooding at the sag. Generally, to limit grade changes in the street and still minimize the possible depth of flooding, false sags are located near intersections. Inlets in false sags may be designed for the 10-, 25-, or 100-year flood. If the inlets in a false sag are designed for the 10-year flood, then the 25- and 100-year flood overflows (assuming critical flow over the high point) shall be contained at the sag within the street and ROW, respectively. If the inlets in the false sag are designed for the 25-year flood, then the 100-year flood overflow (assuming critical flow over the high point) shall be contained within the ROW at the sag. If the inlets in the false sag are designed for the 100-year flood, then the gutter at the high point can be no higher than the ROW at the sag. Alleys may not have false sags. The hydraulic grade in a street at a false sag shall be computed with the following formula. Values of specific energy (Ec) for critical flow in City standard streets are presented in Table III-10. HG = Elgutter + dc + Vc2 / 2g = Elgutter + Ec where: 122 50 9/12/2023 5:35:18 PM HG = Elevation of the hydraulic grade at the sag, feet (ft); Elgutter = Flowline elevation of the gutter at the adjacent high point, ft; dc = Critical depth of overflow in the high point gutter, ft; Vc = Critical velocity of overflow in the high point gutter, feet per second (fps); g = 32.2 = Acceleration of gravity, ft/sec/sec; and Ec = dc + Vc2 / 2g = Specific energy at critical flow, ft. TABLE III-10 CRITICAL FLOW IN STREETS AS A FUNCTION OF SPECIFIC ENERGY Specific Energy Ec (ft) 31’ B-B Street 37’ B-B Street 45’ B-B Street 2x25’ B-B Divided Street 0.1 0.1 0.1 0.1 0.1 0.2 0.7 0.6 0.8 1.6 0.3 1.7 1.6 2.1 4.4 0.4 3.8 3.5 4.3 8.7 0.5 7.4 6.4 7.9 15.0 0.6 13.0 12.0 14.4 24.4 Note: B-B = back of curb to back of curb. Data in table are the total flow in both gutters (or both sides of divided street) and are not applicable to streets with split curbs. 2.04 SIZING AND LOCATION OF INLETS For determining the size and locations of inlets, the following shall be used as a minimum: TABLE III-11 MINIMUM INLET LENGTH Length of Inlet Opening for Street Grade Each cfs of Gutter Flow Sags 0.6 Feet (minimum 10-ft) Less than 2% 1.0 Feet 2% to 3.5% 1.5 Feet Greater than 3.5% 2.0 Feet The Engineer may use the above values for inlet design or use the methodology contained in Appendix “E” 2.05 STARTING TAILWATER CONDITIONS FOR OUTFALLS TO TRIBUTARIES These guidelines may be used to determine coincident flood flows in a receiving stream at the confluence with a tributary. The flood elevation for the coincident flow in the receiving stream may be used for starting hydraulic grade line calculations for closed storm drain systems. These 123 51 9/12/2023 5:35:18 PM guidelines may only be used if the receiving stream has an upstream drainage of 200-acres or greater and are limited to closed storm drain systems draining 200 acres or less. TABLE III-12 RECEIVING STREAM COINCIDENT FREQUENCY FLOOD Tributary Frequency Flood (years) Basin Area Ratio ≤ 3:1 >3:1 >50:1 >500:1 >5,000:1 1 1 1 1 1 1 2 2 1 1 1 1 5 5 2 2 1 1 10 10 5 5 2 1 25 25 10 10 5 2 50 50 25 10 10 2 100 100 50 25 10 2 The coincident frequency flood for a receiving stream is presented in Table III-12 as a function of the flood frequency in the tributary and the basin area ratio. The basin area ratio is the drainage area of the receiving stream upstream of the confluence divided by the drainage area of the tributary. An exception to the use of this guideline to determine a coincident flood is for the evaluation of the maximum velocity requirement for a tributary. When evaluating the maximum velocity requirement in a tributary, the flow in the receiving stream downstream of the confluence shall be assumed to be the same as in the tributary. 2.06 STARTING TAILWATER CONDITIONS FOR LAKE LEWISVILLE When Lake Lewisville is downstream of the proposed storm drain, the following elevations at Lake Lewisville may be used for residential streets and alleys when all of the following criteria are met. Collectors, minor arterials and principal arterials must use the starting water elevations specified in paragraph 2.05 above. a. Using a starting elevation of 531.0 at Lake Lewisville, the hydraulic grade at the inlets shall be 1.0 foot below the top of curb for the 100-year flood at the low point and for the 10-year flood for inlets on grade. The spread of water for the 10-year flood shall not exceed top of curb for inlets on grade and the 100-year flood shall be contained within the right-of-way. Positive overflow shall be provided for the 100-year flow for a water elevation of 537.0’ on Lake Lewisville. b. Using a starting elevation of 537.0 at Lake Lewisville, the hydraulic grade at the inlets shall be 1.0 foot below the top of curb for the 2-year flood at the low point and for inlets on grade. The spread of water for the 2-year flood shall not exceed top of curb for inlets on grade and the 100-year flood shall be contained within the right-of-way, including the overflow at low points. 124 52 9/12/2023 5:35:18 PM c. The minimum finished floor elevation of all structures shall be the higher of 539.0 or 2 feet above the 100-year flood elevation and the top of curb for residential streets shall be no lower than 538.0 or 1 foot above the 100-year flood elevation. 2.07 HYDRAULIC DESIGN OF CLOSED CONDUITS STORM DRAIN DESIGN Storm water runoff typically is carried in a closed conduit when the runoff can be carried in a pipe of seventy-two (72) inches in diameter or smaller; or where it is necessary for the protection of adjacent facilities that the storm water be carried in an enclosed facility. a. Design Criteria All closed conduit storm drains shall meet the following criteria: 1. The minimum size for driveway culverts within the City right-of-way shall be 18” RCP class III. Sloped headwalls shall be provided at each end of the culvert. 2. Interceptor, trunk, and mains shall have a minimum diameter of 24” and laterals shall have a minimum diameter of 18”. A trunk line is defined as any line serving more than one inlet; 3. Curb inlets in sag locations shall have storm drain laterals with a minimum diameter of 24”; 4. Box closed conduit interceptor, trunk, mains, and laterals shall have minimum dimensions of 2’ x 2’ (3’ x 1’ boxes may be allowed at driveways with height restrictions) with approval of the City Engineer; 5. Storm drains shall be tied together with pre-fabricated wyes at a 45° or 60° angle and be aligned vertically centerline to centerline; 6. City standard sloped headwalls and erosion protection shall be constructed at all inlets and outfalls on closed conduits. Headwalls shall be placed at or outside the right-of-way lines; 7. Access points (junction boxes) shall be located at vertical changes in grade and no greater than 500’ apart in storm drain pipe less than 36” in diameter and reinforced concrete box (RCB) less than 3’ in height; 1,000’ apart in larger conduits or where pipes connect at an angle greater than 60°; 8. Inlets shall be connected to mains with lateral conduits and shall not be used as manholes or junctions on mains; 9. Private storm drains (excluding roof drains) shall have a minimum diameter of 12” and shall be RCP or corrugated with smooth inside HDPE or PVC (specify pipe and embedment); 10. All storm drains shall be ASTM C-76 reinforced concrete pipe or ASTM C-789/C- 850 storm drain box, except those that drain and are located in single family backyards may be corrugated smooth inside HDPE or PVC (specify pipe and embedment); 125 53 9/12/2023 5:35:18 PM 11. Provide concrete collar, as per City standard, at pipe size changes. b. Design Parameters In addition to the criteria listed above, there are several general design parameters to be observed when designing storm drains that will tend to alleviate or eliminate common problems of storm drain performance: 1. Select storm drain size and slope so that the velocity of flow will increase progressively down the system or at least will not appreciably decrease at inlets, bends or other changes in geometry or configuration. Storm drain size shall not decrease downstream. 2. For all storm drain junctions other than manholes and junction boxes, manufactured wye connections should be used, and the angle of intersection shall not be greater than 60 degrees. This includes discharges into box culverts and channels. Special circumstances may require cut-ins instead of manufactured wye connections; the use of cut-ins requires a design detail on the plans and must be approved by the City Engineer. 3. Inlet laterals will normally connect only one inlet to the trunk line. Special circumstances requiring multiple inlets to be connected with a single lateral shall be approved by the City Engineer. 4. Storm drain pipes shall be reinforced concrete pipe, minimum Class III, or stronger, as required by the storm drain standard details. 5. Plastic pipe will not be allowed in public easements and rights-of-way. Plastic pipe (polyethylene or polypropylene) may be used on private property only if authorized by the City Engineer. 6. The cover over the crown of circular pipe should be at least two feet and should be based on the type of pipe used, the expected loads and the supporting strength of the pipe. Box sections should normally have a minimum of one foot of cover; however, direct traffic may be allowed in special situations with the approval of the City Engineer. 7. All storm drain outfalls shall be into channels, creeks or natural water ways. The angle of intersection shall not be more than 60°. At a minimum, the outfall must discharge at the flowline of the channel and have a significant toe and anchoring, designed by the Design Engineer, to protect against channel downcutting and widening. For man-made channels only, the outfall structure shall be per Figure III-2 or as approved by the City Engineer with the channel geometry and riprap stone size verified by Design Engineer for each project. c. Slug Flow 1. Slug flow occurs when air bubbles moving downstream in a closed conduit coalesce in to large air pockets that reverse flow and move upstream (refer to Air-Water Flow In Hydraulic Structures, H.T. Falvey, US Dept. of Interior, 1980). As the large air pockets or slugs move upstream, the hydraulic capacity of the conduit is reduced. Closed conduit storm drains should be designed with slopes 126 54 9/12/2023 5:35:18 PM less than 10-percent to avoid possible loss of hydraulic capacity resulting from slug flow. 2. When a closed conduit storm drain is to be designed with a slope (So) greater than 10-percent (i.e., So > 0.10), the larger diameter pipe as determined based on hydraulics and slug flow shall be used in the design. The minimum pipe diameter (Dmin in inches) for slug flow shall be determined using the following formulas. Where 0.10 < So ≤ 0.20, then Dmin = 9 Q 0.4 ; or where 0.20 < So < 1.00, then Dmin = 6.6 (Q 2 / So) 0.2. Computations for slug flow shall be presented on the construction plans for all conduits with slopes greater than 10-percent. d. Calculation of the Hydraulic Grade Line 1. For closed conduits, the hydraulic grade for the 10- and 25-year floods shall be a minimum of 2.0’ below the top of curb at inlets and manholes. 2. If the closed conduit is designed for the 100-year flood, the hydraulic grade shall be a minimum of 1.0’ below the top of curb at inlets and manholes. When determining the beginning hydraulic grade, the engineer shall consider discharge flow conditions, conduit size and shape, existing and future site conditions, future extension of the storm drain, and downstream flow conditions. The beginning hydraulic grade for storm drain calculations shall be at the top of conduit, a known hydraulic grade, critical depth, or by the slope-area method, as appropriate for flow conditions. Hydraulic grade line computations should begin upstream for supercritical flow and downstream for subcritical and full conduit flow (i.e., pressure flow). Conservation of energy shall be maintained throughout the calculation of the hydraulic grade line. If a system is discharging directly into a stream, then the analysis shall begin at the higher of the coincident flood elevation on the receiving stream, the top of conduit, or a calculated hydraulic grade line considering future downstream extension of the storm drain. If the hydraulic grade is based on future downstream extension, information on the future downstream system shall be provided on the plans. For storm drains being connected to an existing downstream storm drain, the hydraulic grade line should be tied to the hydraulic grade line for the coincident frequency flood in the downstream storm drain. To determine the starting hydraulic grade for the proposed storm drain, it is necessary to analyze the hydraulics of the downstream drainage system. It is the engineer’s responsibility to evaluate all data employed in the analysis, including any data used from existing plans or provided by the City. If assumptions are required to avoid laborious calculations on the downstream drainage system, consult with the City Engineer. If the existing downstream system is undersized, downstream flooding cannot be increased (this may require detention) and the proposed system should be designed to accommodate future downstream drainage improvements. The ending hydraulic grade line should be tied to the hydraulic grade line for the same frequency flood in the upstream existing or future storm drain. If the hydraulic grade is based on future upstream extension, information on the future upstream system should be provided to verify the proposed system is adequately sized for the future upstream hydraulic grades. 127 55 9/12/2023 5:35:18 PM 128 56 9/12/2023 5:35:18 PM e. Pressure Flow Computation of the hydraulic grade line is to proceed by a direct procedure proceeding from downstream to upstream. The computations shall account for friction and other changes in the hydraulic grade caused by structures, bends, expansions, contractions, junctions, and obstructions. QA,, QC,, V, V 2 / 2g, and Sf shall be shown on the plans. Friction losses shall be computed using Manning’s formula with an n of 0.013 for all storm drain conduits. The following formulas shall be used to compute changes in the hydraulic grade caused by friction losses. ∆HG = L Sf and Sf = V 2 n 2 / (2.22 R 1.333 ) and R = A / P where: ∆HG = Change in hydraulic grade, ft; L = Length of closed conduit, ft; Sf = Friction slope of flow in closed conduit, ft/ft; V = Velocity of flow in closed conduit, fps; n = Manning’s coefficient; R = Hydraulic radius, ft; A = Cross-sectional area of closed conduit, square feet (sq ft); and P = Wetted perimeter inside closed conduit, ft. Changes in the hydraulic grade caused by junctions, structures, enlargements, and contractions are to be computed with the following formula using the appropriate kj. Values for kj shall be obtained from Table III.15. Note that the change in hydraulic grade at junctions and structures shall be computed independently for the main and each branch conduit. ∆HG = (V22 - kj V12) / 2g where: ∆HG = Change in hydraulic grade, ft; V1 = Velocity of flow in upstream conduit, fps; V2 = Velocity of flow in downstream conduit, fps; kj = Loss coefficient; and g = 32.2 = Acceleration of gravity, ft/sec/sec. Changes in the hydraulic grade caused by bends and obstructions shall be computed with the following formula using the appropriate kj. Values for kj shall be obtained from Table III.15. ∆HG = kj V 2 / 2g where: V = V1 = V2 ; or ∆HG = [ V22 – ( 1 - kj ) V12 ] / 2g where V1 ≠ V2 . 129 57 9/12/2023 5:35:18 PM The hydraulic grade in inlets shall be the higher grade computed by inlet or pressure control. For pipe inlet control, compute the headwater (HW) per the attached Chart 1B: Appendix G Inlet Control. This chart is taken from Hydraulic Design of Highway Culverts (FHWA, 2001). Note that the computed headwater per Chart 1B is the depth of flow in the inlet based on the flowline of the storm drain conduit. Pressure control is computed with the following formula. ∆HG = 1.5 V 2 / 2g; where: V = Velocity of pressure flow in the downstream conduit, fps. The greater hydraulic grade obtained from pipe inlet and pressure control is the hydraulic grade in the inlet. 130 58 9/12/2023 5:35:18 PM 131 59 9/12/2023 5:35:18 PM f. Minor Losses TABLE III-13 LOSS COEFFICIENTS JUNCTIONS 45° to 60° branch 1 90° branch 1 2- 45° to 60° branches 1 True Y JUNCTION BOXES2 Straight run Straight run w/45° branch 3 Straight run w/90° branch 3 90° bend ENLARGEMENTS A2 / A1 = 1.4 A2 / A1 = 2.6 A2 / A1 = 4.0 CONTRACTIONS A2 / A1 = 0.7 A2 / A1 = 0.4 A2 / A1 = 0.3 BENDS Conduit on curve for 90° bend 4 Curve radius = 1.0 diameter Curve radius = 4.0 diameters Curve radius = 14.0 diameters Curve radius ≥ 20.0 diameters Bends where the curve radius equals the diameter 90° bend 60° bend 45° bend 22½° bend OBSTRUCTIONS AObstruction / AConduit = 0.1 AObstruction / AConduit = 0.2 AObstruction / AConduit = 0.3 AObstruction / AConduit = 0.4 AObstruction / AConduit = 0.5 INLETS At upstream end of conduit 5 Loss Coefficient (kj) 0.75 0.50 0.50 0.60 0.75 0.50 0.25 0.00 0.90 0.65 0.48 0.92 0.75 0.64 0.50 0.40 0.25 0.00 0.50 0.43 0.35 0.20 0.25 0.66 1.28 2.94 5.55 1.50 1 When QBranch < 0.05 QMain , then kj = 1.00 may be used for calculation of hydraulic grade on main. 2 Specified values for kj for manholes may also be used for analysis of existing inlets. 3 When QBranch < 0.05 QMain , then kj = 0.75 may be used for calculation of hydraulic grade on main. 4 For bends other than 90°, adjust kj values as kj = c kj’ (kj’ is from the table) where c = 0.85 for a 60° bend, c = 0.70 for a 45° bend, and c = 0.40 for a 22½° bend. 5 Specified kj is for pressure control calculation. Use the higher hydraulic grade based on pressure or inlet control. Minor losses shall be assessed as 0.10 feet minimum at each location. 132 60 9/12/2023 5:35:18 PM g. Partial Flow in Conduits The following data shall be shown on the plans: Q, V, V 2 / 2g, Sf, Vp, and dp, where Vp = velocity of open channel flow and dp = depth of open channel flow. Depth and velocity of open channel flow shall be based on the uniform flow assumption using Manning’s formula for all storm drain pipe or box systems, except near outfalls. The friction slope (Sf) of the flow in the closed conduit shall be assumed to be equal to the slope of the conduit. When open channel flow exists in a conduit downstream of junctions, structures, enlargements, contractions, obstructions, inlets, or changes in slope, it is necessary to evaluate the change in the hydraulic grade to determine if the flow is changing to pressure in the upstream conduit. Downstream open channel flow in a closed conduit transitions to pressure flow in the upstream conduit when the computed change in hydraulic grade (∆HG) causes the upstream hydraulic grade to be equal to or greater than the top of the upstream conduit. If open channel flow is supercritical in the downstream conduit and the pressure flow friction slope (Sf) in the upstream conduit is equal to or greater than the slope of the conduit (So), the starting hydraulic grade for the upstream conduit shall be at the top of the conduit. If open channel flow is subcritical in the downstream conduit and the flow transitions to pressure flow in the upstream conduit, then conservation of energy shall be maintained in the hydraulic grade. Many times it is acceptable to calculate the change in the hydraulic grade with the following formula. ∆HG = (V22 - kj V12) / 2g where: ∆HG = Change in hydraulic grade, ft; V1 = Velocity of pressure flow in upstream conduit, fps; V2 = Velocity of open channel flow in downstream conduit, fps; kj = Loss coefficient per Table III-13; and g = 32.2 = Acceleration of gravity, ft/sec/sec. When subcritical flow exists in a closed conduit with junctions, structures, enlargements, contractions, obstructions, inlets, or changes in slope, it may be necessary to conduct a backwater analysis to evaluate the hydraulic grade line. The hydraulic grade in all inlets where the downstream conduit is in open channel flow, shall be computed as inlet control (i.e., headwater) per the procedure specified in Chart 1B of Appendix G. Computations for possible transitions from open channel to pressure flow shall be presented on the construction plans. 133 61 9/12/2023 5:35:18 PM 2.08 VELOCITY IN CLOSED CONDUITS Storm drain grades shall be set to produce a velocity of not less than 3 feet per second (fps) when flowing full. Grades producing velocities of less than 3 fps will not be allowed. All storm drain mains shall be a minimum of 24 inches in diameter. The minimum size of laterals is 18 inches. Discharge velocity shall be calculated with a tailwater depth not greater than the lesser of the top of the pipe at the pipe outlet or the actual 100-year water surface elevation in the channel. Table III-14 shows the maximum allowable velocities in closed conduits: TABLE III-14 RECOMMENDED MAXIMUM VELOCITY Type of Conduit Maximum Velocity Culverts 15 fps Inlet Laterals 15 fps Storm Drains 15 fps Discharge velocities cannot exceed the permitted velocity of the channel or conduit at the outfall. Any discharge velocities in excess of nine (9) feet per second will require the design of an energy dissipator. 2.09 ROUGHNESS COEFFICIENTS FOR CONDUITS Recommended values for the roughness coefficient "n" for concrete conduits with smooth joints and good alignment is 0.013. Where engineering judgment indicates a value other than 0.013 be used, the appropriate adjustments should be made in the calculations and a justification presented subject to the City Engineer’s approval. 2.10 OPEN CHANNELS When storm water runoff cannot be carried in a pipe of 72” in diameter or smaller, or it is not necessary for the protection of adjacent facilities that the storm water be carried in an enclosed facility, open channels should be used. Open channels may be used in lieu of a closed conduit when it is mutually agreeable to both the City and the owner. Natural Channels Natural channels are encouraged throughout the City, particularly for channels draining areas of greater than 4,000 acres, and shall meet all state and federal regulations. When natural channels are to be preserved, improved or constructed, an application for an natural channel shall be submitted to the City Engineer prior to approval of the preliminary plat, final plat, or building permit. This application shall contain topographic, hydrologic, and hydraulic information sufficient to properly evaluate the proposal and showing that: a. All land having an elevation at or below the fully developed one hundred (100) year flood elevation plus 2 feet of freeboard shall be contained within an easement dedicated to the public for the purpose of providing drainage. This easement shall include a minimum 15 foot strip along the limits of the floodplain on each side where maintenance access is required. These access areas shall have a maximum slope of 10 percent and shall be 134 62 9/12/2023 5:35:18 PM vegetated with native grasses. The channel easement shall have a minimum hydraulic capacity to accommodate a one hundred (100) year flood based on a fully developed watershed plus one (1) foot of freeboard and shall be a minimum of 20’ wider than the top width of the channel (10’ offset on each side of the top width of the channel). b. All channel improvements, such as reshaping, realignment, etc., shall be protected with sodding, backsloping, cribbing, or other bank protection that is designed and constructed to control erosion from the fully developed two (2) year, ten (10) year and one hundred (100) year fully developed floods by allowing a maximum natural channel and downstream discharge velocity not to exceed those values shown in Table III-15 Improved or constructed natural channels shall have the following minimum specifications: 1. Constructed or improved natural channels shall consist of a pilot channel that conveys the 10 year fully developed flood with a floodplain area consisting of overbank and sideslopes that will convey the 100 year fully developed flood plus (1) foot of freeboard; 2. The pilot channel shall be trapezoidal with maximum 4:1 sideslopes, minimum bottom width of 6 feet, and a bottom width to depth of flow ratio of not less than 2:1 (for the fully developed 10-year flood); 3. The floodplain shall have maximum 4:1 sideslopes and minimum 10’ width of overbank (i.e., area from pilot channel top-of-bank to toe of floodplain sideslope) on each side of pilot channel with 2- to 4-percent cross-slopes, see Figure III-4. Access to channel bottom may require flatter side slopes in floodplain at point locations where required by the City Engineer. c. Interim check dams shall be provided to control erosion. 135 63 9/12/2023 5:35:18 PM 136 64 9/12/2023 5:35:18 PM Concrete-Lined Channels Concrete lined channels are not permitted in areas zoned single-family, multi-family, or townhouse residential developments. All lined channels must be screened by continuous adjacent landscaping of at least 4 feet in height. Low flow pilot channel lining of earthen channels shall be required for earthen channels carrying more than 100 cfs. Any concrete-lined open channel that conveys less than 20 cfs is considered a flume. Flumes that convey less than 5 cfs do not require freeboard. All other flumes with a Froude Number less than or equal to 0.8 must have a minimum of 6” of freeboard or with a Froude Number greater than 0.8 must have 1’ of freeboard. a. Design Parameters 1. Channels shall be designed for subcritical flow with a minimum depth of 1.1 x critical depth. 2. Channels shall include engineered inlet structures, outlet structures, and, if applicable, drop structures with erosion control. All inlets, outlets, and drops with velocities that exceed those allowable for project soil conditions shown in Table III-15 shall have downstream erosion control. If the velocity is less than those shown in Table III-15 and flow is supercritical at outlets and drops, a hydraulic jump will occur downstream and erosion control should be provided the full length of the jump and as needed downstream for oscillating jumps (i.e., jumps that occur at 2.5<Fr<4.5). Channel outlets and drops with velocities exceeding 9 fps shall have energy dissipaters designed per HEC-14 Hydraulic Design of Energy Dissipaters for Culverts and Channels (FHWA, 2000), Design of Small Dams (USBR, 1973), or Open Channel Hydraulics (Chow, 1959). Calculations for energy dissipaters shall be included on the construction plans. 3. All inlet structures, outlet structures, drop structures, energy dissipaters, and erosion control shall have minimum 3’ toe walls at the upstream and downstream ends and engineered toe walls on the side slopes. 4. Concrete-lined channels shall have sufficient drainage and bedding behind the concrete to relieve water pressure and seepage. Refer to the see City Standard Details for minimum design parameters. 5. Design depth at bends shall include run-up on the outside channel bank. This will typically require hand calculation. 6. Erosion control mats shall be placed after seeding all earthen portions of channels and disturbed areas around channels and streams. 7. Construction plans for channels shall include a plan, profile, sections, and details for the channel and appurtenances. The plan should include the channel, existing and proposed contours, and limits of the existing and proposed floodplain and floodway. The profile should include the existing profile at the centerline and banks extending upstream and downstream of the proposed improvements, proposed centerline and banks to where they tie into the existing ground, and hydraulic grade line. The profile should be annotated with Q, V, V2/2g, d, Fr (Froude Number), and Manning’s n. 137 65 9/12/2023 5:35:18 PM 8. According to the Corps of Engineers Manual EM1110-2-1601 Hydraulic Design of Flood Control Channels the following table lists the maximum permissible velocity for average channel velocities. 9. Channels with supercritical flow will require special design and be approved by the City Engineer. Concrete-Lined Pilot Channels Concrete-lined pilot channels will be required in all earthen channels draining less than 4,000 acres, unless preempted by US Army Corps of Engineers requirements. Concrete-lined pilot channels shall be constructed in accordance with the Standard Details. Erosion at the concrete/earth interface has been a major problem with concrete-lined pilot channels in the past. For this reason, the engineer must perform a depth/velocity analysis and a shear stress analysis for a full range of discharges including 2-, 5-, 10-, 25-, 50- and 100-year frequencies. For this analysis the Engineer must compute a composite “n” based on the ratio of paved wetted perimeter to unpaved and using “n” = 0.015 for paved concrete, “n” = 0.040 for grouted riprap, and “n” = 0.030 for mowed grass. For depths with velocities exceeding 6 fps, grouted riprap must be provided. Transition armoring shall be designed to handle the maximum shear stress and velocity as determined by the analysis. 138 66 9/12/2023 5:35:18 PM TABLE III-15 MAXIMUM PERMISSIBLE VELOCITIES AND ROUGHNESS COEFFICIENTS FOR OPEN CHANNELS MAXIMUM CHANNEL ROUGHNESS MAXIMUM DESCRIPTION COEFFICIENT VELOCITY NATURAL STREAMS Moderately Well Defined Channel Grass & Weeds, Little Brush 0.035 6 Dense Weeds, Little Brush 0.040 6 Weeds, Light Brush on Banks 0.045 6 Weeds, Heavy Brush on Banks 0.060 6 Weeds, Dense Willows on Banks 0.080 6 Irregular Channel With Pools and Meanders Grass & Weeds, Little Brush 0.045 6 Dense Weeds, Little Brush 0.050 6 Weeds, Light Brush on Banks 0.060 6 Weeds, Heavy Brush on Banks 0.070 6 Weeds, Dense Willows on Banks 0.100 6 Flood Plain, Pasture Short Grass, No Brush 0.035 6 Tall Grass, No Brush 0.050 6 Flood Plain, Cultivated No Grass 0.035 6 Mature Crops 0.050 6 Flood Plain, Uncleared Heavy Weeds, Light Brush 0.070 6 Medium to Dense Brush 0.160 6 Trees With Flood Stage Below Branches 0.120 6 UNLINED VEGETATED CHANNELS Mowed Grass, Clay Soil 0.030 6 Mowed Grass, Sandy Soil 0.030 6 LINED CHANNELS Smooth Finished Concrete 0.015 15 Rip-Rap, Rubble or Gabions 0.040 10 139 67 9/12/2023 5:35:18 PM b. Model Development 1. All conveyance models shall conform to FEMA Guidelines and Specifications for Flood Hazard Mapping Partners. 2. The modeling of channels, streams and rivers, bridges, and culverts should follow the procedures and employ the methodologies specified in the HEC-RAS Technical Manual, EM No. 1110-2-1601 Hydraulic Design of Flood Control Channels (COE, 1994), HEC-22 Urban Drainage Design Manual (FHWA, 2001), and Open Channel Hydraulics (Chow, 1959). 3. Sections shall be taken downstream, upstream and through the study area to fully analyze the impacts of the project. The post project flood profile should be computed to within 0.01’ of the pre-project profile both upstream and downstream of the project. 4. The downstream starting water surface shall be at a control (i.e., critical depth), known water surface elevation, or using uniform flow assuming that the slope of the channel is equal to the slope of the energy gradeline (So). At stream confluences, the starting water surface elevation for the tributary should be the coincident flood elevation on the main stream (the floodplain should be delineated using the backwater from the main stream for the same frequency storm as the channel design until the flood elevation in the tributary controls). If uniform flow is used, the model must start at a distance far enough downstream that an error from ½ So to 2 So does not affect the water surface elevation through the project or downstream areas that may be impacted by the project. 5. All sections shall be taken perpendicular to the flowlines. This requirement causes some sections, particularly in meandering streams, to be a set of broken lines, not one straight line. In no case shall a section be parallel to the flow at any point on the section. 6. Interpolated sections may not be used. However, to limit field surveying, overbank sections may be taken from a topographic map and the channel may be interpolated between surveyed sections for data that are not ascertainable from the topographic map. City topographic maps may be used for off-site data. 7. Sections should be spaced to account for backwater effects and to properly simulate stream flow conditions. Sections with critical flow will not be accepted, unless it can be demonstrated that the sections are controls within the stream. On streams with steep sloped streambeds the sections should have maximum spacing of about 100’, on streams with moderately sloped streambeds sections should have maximum spacing of about 300’, and on streams with flat sloped streambeds sections should have maximum spacing of about 500’. 8. Care should be taken to determine where ineffective flow areas are within the stream. Typically such areas are located outside levees or berms, just upstream and downstream of culverts and bridges or other constrictions, and at tributaries or side areas that drain in to the stream being modeled. Ineffective flow areas should be blocked out of the appropriate sections and the section labeled to clarify why it does not match topography. 9. Stream banks should be determined based on stream geomorphology. Generally, field observation is required to complete this task. The top-of-bank is 140 68 9/12/2023 5:35:18 PM typically where vegetation begins, although this is not always the case. Examples of where this rule does not apply are on the outside bank of meanders (where the elevations of the bank should be similar on each side of the stream) and for severely incised channels (where the banks may be only a few feet up the eroded slopes for a small stream). 10. The Floodplain Administrator should be contacted for information on approved floodplain hydraulic models for fully developed watershed conditions available at the City Engineer’s office. If a hydraulic model is not available from the City, then the engineer must develop it. Current effective FEMA models shall be obtained from the FEMA library for use with CLOMR and LOMR submittals. Modeling should be conducted with the current effective FEMA model format, or HEC-RAS computer programs (latest version). For prismatic channels with flows less than 100 cfs and no backwater conditions, uniform flow calculations may be used. 11. Floodplains shall be delineated based on the 100-year flood elevation, considering downstream backwater conditions and no maintenance of the floodplain or channels. Modeling shall be through reaches using the downstream discharge. All frequency floods shall represent fully developed watershed conditions. Discharges for FEMA models shall be obtained from the FEMA library. 12. For channelization’s, the channel banks in the model typically should extend to the top of the channel and, if necessary, n values should vary spatially across the channel. c. Channel Velocities and Stream Bank Erosion 1. The maximum flow velocity in earthen streams shall be as shown in Table III-15 for soil conditions. If velocities already exist above those shown in Table III-15, the proposed project cannot increase velocities above the existing velocities. Check dams shall be provided to help control erosive velocities. (a) This requirement applies to within, upstream, and downstream of the project and is evaluated for the 100-year flood by comparing pre- and post-project velocities. Pre-project velocities are evaluated using pre- project topography and pre-project development conditions. Post-project velocities are evaluated using post-project topography and adjusting the pre-project runoff to account for fully developed conditions at the project site. (b) This requirement includes the analysis of reduced flood storage within floodplain areas. (c) The effect on backwater caused by coincident flow within the main stream may not be considered for velocity calculations on a tributary. (d) For projects where work will be conducted within the drainage way, an additional model shall be developed for post project conditions with n values that reflect post construction conditions prior to re-establishment of vegetation. This post construction model shall be analyzed for the 10- and 100-year floods. The maximum velocities resulting from this post construction model shall be used for engineering design of erosion control measures. 141 69 9/12/2023 5:35:18 PM (e) No increases in erosive velocities downstream shall be permitted. (f) There shall be no loss in valley storage through the project for the 100- year inundation for drainage areas greater than 100 acres. 2. For all earthen streams and channels (including natural channels), the engineer as a minimum shall submit a letter report with supporting information demonstrating the stability of stream meandering, erosion, and slopes. The report will certify that the proposed drainage easement is of sufficient size to take into account any additional width to accommodate future bank erosion as determined by engineering slope stability calculation. A future stable 4:1 earthen bank may be assumed in establishing the limits of the drainage easement. 3. If engineering design measures are proposed to mitigate future erosion and a detailed geomorphologic study is not presented, the letter report should, as a minimum, address stabilizing meanders and erosion areas, the streambed eroding to the flowline of the nearest downstream stabilized streambed (i.e., to the nearest culvert, lined channel, etc.) and stable slopes to property lines based on the reduced flowline. 4. Constructed and natural earthen banks shall have engineered 4:1 slopes. Typically maximum slopes of 4:1 are stable in clay soils and reduced slopes in sandy soils. 5. Design of erosion control measures at meanders and bends shall consider the increased velocity on the outside of the bend. This will typically require hand calculation. 2.11 HYDRAULIC DESIGN OF BRIDGES AND CULVERTS Culverts and bridges and storm drains that are used to convey flood waters under roadways, pedestrian bridges and rights-of-way shall be designed to convey the fully developed 100-year flood. Headwater and tailwater velocities shall be used for the design of erosion control measures. Where there are junctions in a culvert, where there are bends in a culvert, or there are obstructions or junction boxes in a culvert, it may be necessary to conduct hand-calculations and adjust the appropriate model parameters to obtain the correct results. Such culverts and bridges should be labeled to identify why the model parameters have been adjusted. a. Bridge Bridge design shall be in accordance with the Texas Department of Transportation Hydraulic Design Manual, current edition. The hydraulic grade for the fully developed 100-year flood shall be a minimum of 2.0 feet below the lowest obstruction on a bridge. A waiver may be issued with written authorization from the Floodplain Administrator. Headwater and tailwater velocities shall be used for the design of erosion control measures. b. Culverts Culverts shall be designed to convey the 100 year fully developed flood. The headwater hydraulic grade shall be a minimum of 1’ below the top of curb for culverts. All culverts shall have headwalls on the upstream and downstream ends with 3’ toe walls. Culvert 142 70 9/12/2023 5:35:18 PM control may oscillate from inlet to outlet control, however for this manual the concept of minimum performance applies. This will ensure that the culvert will not operate at a lower level of performance than calculated, but that it may operate more efficiently at times. The culvert design method is based on the use of design charts and nomographs taken from HEC-5 Hydraulic Design of Highway Culverts (FHWA, 2001). Types of Control A culvert flowing in inlet control has shallow, high velocity flow categorized as ”supercritical” flow. For supercritical flow, the control section is at the upstream end of the barrel (the inlet). Conversely, a culvert flowing in outlet control will have relatively deep, lower velocity flow termed “subcritical” flow. For subcritical flow the control is at the downstream end of the culvert (the outlet). The tailwater depth is either critical depth at the culvert outlet or the downstream channel depth, whichever is higher. In a given culvert, the type of flow is dependent on all of the factors listed in Table III-16. 1. Inlet Control Examples of Inlet control Figure III-5 depicts several different examples of inlet control flow. The type of flow depends on the submergence of the inlet and outlet ends of the culvert. In all of the examples, the control section is at the inlet end of the culvert. Depending on the tailwater, a hydraulic jump may occur downstream of the inlet. TABLE III-16 CULVERT CONTROL FACTORS Factor Inlet Control Outlet Control Headwater Elevation X X Inlet Area X X Inlet Edge Configuration X X Inlet Shape X X Barrel Roughness X Barrel Area X Barrel Shape X Barrel Length X Barrel Slope * X Tailwater Elevation X * Barrel slope affects inlet control performance to a small degree, but may be neglected. Figure III-5 A depicts a condition where neither the inlet nor the outlet ends of the culvert are submerged. The flow passes through the critical depth just downstream of the culvert entrance and the flow in the barrel is supercritical. 143 71 9/12/2023 5:35:18 PM The barrel flows partly full over its entire length, and the flow approaches normal depth in the culvert barrel. Figure III-5 B shows that submergence of the outlet end of the culvert does not assure outlet control. In this case, the flow just downstream of the inlet is supercritical and a hydraulic jump forms in the culvert barrel. Figure III-5 C is a more typical design situation. The inlet end is submerged and the outlet end flows freely. Again, the flow is supercritical and the barrel flows partly full over it’s entire length. Critical depth is located just downstream of the culvert entrance, and the flow is approaching normal depth at the downstream end of the culvert. Figure III-5 D is an unusual condition illustrating the fact that even submergence of both the inlet and outlet ends of the culvert does not assure full flow. In this case, a hydraulic jump will form in the barrel. The median inlet provides ventilation of the culvert barrel. If the barrel were not ventilated, sub atmospheric pressure could develop which might create an unstable condition during which the barrel would alternate between full flow and partly full flow. FIGURE III-5 TYPES OF INLET CONTROL Hydraulics Inlet control performance is defined by the three regions of flow shown in Figure III-6: unsubmerged, transition, and submergence. For low headwater conditions, as shown in Figure III-5 A and B, the entrance of the culvert operates 144 72 9/12/2023 5:35:18 PM as a weir. A weir is an unsubmerged flow control section where the upstream water surface elevation can be predicted for a given flow rate. The relationship between flow and water surface elevation can be predicted for a given flow rate. The relationship between flow and water surface elevation must be determined by model tests of the weir geometry or by measuring prototype discharges. These test or measurements are then used to develop equations for unsubmerged inlet control flow. The equations developed are as follows: Form (1) HWi/D = HC/D + K[KuQ/AD0.5]M – 0.5S (26) Form (2) HWi/D = K[KuQ/AD0.5]M (27) Equations (26) and (27) apply up to about Q/AD0.5 = 3.5 For headwaters submerging the culvert entrance, as shown in Figure III-5 C and D, the entrance of the culvert operates as an orifice. An orifice is an opening, submerged on the upstream side and flowing free on the downstream side, which functions as a control section. The relationship between flow and headwater for submerged conditions can be defined as follows: HWi/D = c[KuQ/AD0.5]2 + Y – 0.5S (28) HWi is the headwater depth above the inlet control section invert (ft) D is interior height of culvert barrel 9ft) HC is the specific head at critical depth (dc + Vc2/2g) (ft) Q is the discharge (ft3/s) A is the full cross sectional area of culvert barrel (ft2) S is the culvert barrel slope (ft/ft) K, M, c, Y are constants from Table III-17 Ku is 1.0 for English Units For mitered inlets use +0.7S instead of -0.5S as the slope correction factor. Equation (28) applies above about Q/AD0.5 = 4.0 The flow transition zone between the low headwater and the high headwater flow conditions is poorly defined. This zone is approximated by plotting the submerged and unsubmerged flow equations and connecting them with a line tangent to both curves, as shown in Figure III-6. 145 73 9/12/2023 5:35:18 PM FIGURE III-6 INLET CONTROL PERFORMANCE CURVES 146 74 9/12/2023 5:35:18 PM TABLE III-17 CONSTANTS FOR INLET CONTROL CULVERTS E Chart No. Shape and Material Nomograph Scale Inlet Edge Description Equation Form Unsubmerged Submerged References K M c Y 1 Circular Concrete 1 Square edge w/headwall 1 .0098 2.0 .0398 .67 56/57 2 Groove end w/headwall .0018 2.0 .0292 .74 3 Groove end projecting .0045 2.0 .0317 .69 2 Circular CMP 1 Headwall 1 .0078 2.0 .0379 .69 56/57 2 Mitered to slope .0210 1.33 .0463 .75 3 Projecting .0340 1.50 .0553 .54 3 Circular A Beveled ring. 45° bevels 1 .0018 2.50 .0300 .74 57 B Beveled ring. 33.7° bevels* .0018 2.50 .0243 .83 8 Rectangular Box 1 30° to 75° wingwall flares 1 .026 1.0 .0347 .81 56 2 90° and 15° wingwall flares .061 .75 .0400 .80 56 3 0° wingwall flares .061 .75 .0423 .82 8 9 Rectangular Box 1 45° wingwall flare d = .043D 2 .510 .667 .0309 .80 8 2 18° to 33.7° wingwall flare d = .083D .486 .667 .0249 .83 10 Rectangular Box 1 90° headwall w/3/4° chamfers 2 .515 .667 .0375 .79 8 2 90° headwall w/45° bevels .495 .667 .0314 .82 3 90° headwall w/33.7° bevels .486 .667 .0252 .865 11 Rectangular Box 1 3/4° chamfers; 45° skewed headwall 2 .545 .667 .04505 .73 8 2 3/4° chamfers; 30° skewed headwall .533 .667 .0425 .705 3 3/4° chamfers; 15° skewed headwall .522 .667 .0402 .68 4 45° chamfers; 10°-45° skewed headwall .498 .667 .0327 .75 12 Rectangular Box 1 45° non-offset wingwall flares 2 .497 .667 .0339 .803 8 3/4° chamfers 2 18.4° non-offset wingwall flares .493 .667 .0361 .806 3 18.4° non-offset wingwall flares .495 .667 .0386 .71 30° skewed barrel 13 Rectangular Box 1 45° wingwall flares - offset 2 .497 .667 .0302 .835 8 Top Bevels 2 33.7° wingwall flares - offset .495 .667 .0252 .881 3 18.4° wingwall flares - offset .493 .667 .0227 .887 16 – 19 C M Boxes 2 90° headwall 1 .0083 2.0 .0379 .69 57 3 Thick wall projecting .0145 1.75 .0419 .64 5 Thin wall projecting .0340 1.5 .0496 .57 14 7 75 9/12/2023 5:35:18 PM Chart No. Shape and Material Nomograph Scale Inlet Edge Description Equation Form Unsubmerged Submerged References K M c Y 29 Horizontal 1 Square edge w/headwall 1 .0100 2.0 .0398 .67 57 Ellipse 2 Groove end w/headwall .0018 2.5 .0292 .74 Concrete 3 Groove end projecting .0045 2.0 .0317 .69 30 Vertical 1 Square edge w/headwall 1 .0100 2.0 .0398 .67 57 Ellipse 2 Groove end w/headwall .0018 2.5 .0292 .74 Concrete 3 Groove end projecting .0095 2.0 .0317 .69 34 Pipe Arch 1 90° headwall 1 .0083 2.0 0.379 .69 57 18” Corner 2 Mitered to slope .0300 1.0 .0463 .75 Radius CM 3 Projecting .0340 1.5 .0496 .57 35 Pipe Arch 1 Projecting 1 .0300 1.5 .0496 .57 56 18” Corner 2 No Bevels .0088 2.0 .0368 .68 Radius CM 3 33.7° Bevels .0030 2.0 .0269 .77 36 Pipe Arch 1 Projecting 1 .0300 1.5 .0496 .57 56 31” Corner No Bevels .0088 2.0 .0368 .68 Radius CM 33.7° Bevels .0030 2.0 .0269 .77 41-43 Arch CM 1 90° headwall 1 .0083 2.0 .0379 .69 57 2 Mitered to slope .0300 1.0 .0463 .75 3 Thin wall projecting .0340 1.5 .0496 .57 55 Circular 1 Smooth tapered inlet throat 2 .534 .555 .0496 .90 3 2 Rough tapered inlet throat .519 .64 .0210 .90 56 Elliptical 1 Tapered inlet-beveled edges 2 .536 .622 .0368 .83 3 Inlet Face 2 Tapered inlet-square edges .5035 .719 .0478 .80 3 Tapered inlet-thin edge projecting .547 .80 .0598 .75 57 Rectangular 1 Tapered inlet throat 2 .475 .667 .0179 .97 3 58 Rectangular 1 Side tapered-less favorable edges 2 .56 .667 .0446 .85 3 Concrete 2 Side tapered-more favorable edges .56 .667 .0378 .87 59 Rectangular 1 Slope tapered-less favorable edges 2 .50 .667 .0446 .65 3 Concrete Slope tapered-more favorable edges .50 .667 .0378 .71 14 8 76 9/12/2023 5:35:18 PM Inlet control performance curves are developed using either the inlet control equations shown or the nomographs found in Appendix G. If the design equations are used, both submerged and unsubmerged flow headwaters should be calculated for a series of flow rates bracketing the design flow. The resultant curves are then connected with a line tangent to both curves. Using the combined culvert performance curves, it is easy to determine the headwater elevation for any flow rate, or to visualize the performance of the culvert installation over a range of flow rates. The inlet control calculations determine the headwater elevation required to pass the design flow through the selected culvert configuration in inlet control. The approach velocity head may be included as part of the headwater, if desired. The inlet control nomographs of Appendix G are used in the design process 2. Outlet Control Examples of Outlet Control Figure III-7 illustrates various outlet control flow conditions. In all cases, the control section is at the outlet end of the culvert or further downstream. For the partly full flow situations the flow in the barrel is subcritical. Figure III-7 A represents the classic full flow condition, with both inlet and outlet submerged. The barrel is in pressure flow throughout its length. This condition is often assumed in calculations, but seldom actually exists. Figure III-7 B depicts the outlet submerged with the inlet unsubmerged. For this case, the headwater is shallow so that the inlet crown is exposed as the flow contracts into the culvert. Figure III-7 C shows the entrance submerged to such a degree that the culvert flows full throughout its entire length while the exit is unsubmerged. This is a rare condition. It requires an extremely high headwater to maintain full barrel flow with no tailwater. The outlet velocities are usually high under this condition. Figure III-7 D is more typical. The culvert entrance is submerged by the headwater and the outlet end flows freely with a low tailwater. For this condition, the barrel flows partly full over at least part of its length and the flow passes through critical depth just upstream of the outlet. Figure III-7 E is also very typical, with neither the inlet nor the outlet end of the culvert submerged. The barrel flows partly full over its entire length, and the flow profile is subcritical. 149 77 9/12/2023 5:35:18 PM FIGURE III-7 TYPES OF OUTLET CONTROL Hydraulics of Outlet Control Full flow in the culvert barrel as depicted in Figure III-7 A is the best type of flow for describing the outlet control hydraulics. Outlet control flow conditions can be calculated based on energy balance. The total energy (HL) required to pass the flow through the culvert barrel is made up of the entrance loss (He), the friction Loss (Hf), and the exit Loss (Ho). Other losses, including band losses (Hb), losses at junctions (Hj), and losses at grates (Hg) should be included as appropriate. HL = He + Hf + Ho + Hb + Hj + H (1) The barrel velocity is calculated as follows: V= Q/A (2) V is the average velocity in the culvert barrel, (ft/s) 150 78 9/12/2023 5:35:18 PM Q is the flow rate (ft/s) A is the full cross sectional area of the flow (ft2) The Velocity Head is: HV=V2/2g (3) g is the acceleration due to gravity, 32.2 (ft/s/s) The entrance loss is a function of the velocity head in the barrel, and can be expressed as a coefficient times the velocity head. He=ke(V2/2g) (4a) Values of ke based on various inlet configurations are given in Table III-18 below. The friction loss in the barrel is also a function of the velocity head. Based on the Manning equation, the friction loss is: Hf=[29n2L/R1.33](V2/2g) (4b) n is the Manning roughness coefficient L is the length of the culvert barrel (ft) R is the hydraulic radius of the full culvert barrel=A/p (ft) A is the cross sectional area of the barrel (ft2) p is the perimeter of the barrel (ft) V is the velocity in the barrel (ft/s) The exit loss is a function of the change in velocity at the outlet of the culvert barrel. For a sudden expansion such as an endwall, the exit loss is: Ho=[V2/2g- Vd2/2g] (4c) Vd is the channel velocity downstream of the culvert (ft/s) The downstream velocity is usually neglected, in which case the exit loss is equal to the full flow velocity head in the barrel and the equation reduces to: Ho=HV=V2/2g (4d) 151 79 9/12/2023 5:35:18 PM TABLE III-18 ENTRANCE LOSS COEFFICIENTSE Outlet Control, Full or Partly Full Entrance Head Loss He=ke(V2/2g) Type of Structure and Design of Entrance Coefficient ke • Pipe Concrete Projecting from fill, socket end (groove-end) 0.2 Projecting from fill, sq. cut end 0.5 Headwall or headwall and wingwalls Socket end of pipe (groove-end) 0.2 Square edge 0.5 Rounded (radius = D/12) 0.2 Mitered to conform to fill slope 0.7 *End-Section conforming to fill slope 0.5 Beveled edges, 33.7° or 45° bevels 0.2 Side- or slope-tapered inlet 0.2 • Box Reinforced Concrete Headwall parallel to embankment (no wingwalls) Square-edged on 3 edges 0.5 Rounded on 3 edges to radius of B/12 or B/12 or beveled edges on 3 sides 0.2 Wingwalls at 30° to 75° to barrel Square-edged at crown 0.4 Crown edge rounded to radius of D/12 or beveled top edge 0.2 Wingwall at 10° to 25° to barrel Square-edged at crown 0.5 Wingwalls parallel (extension of sides) Square-edged at crown 0.7 Side-or slope-tapered inlet 0.2 *Note: “End Section conforming to fill slope,” made of either metal or concrete, are the sections commonly available from manufacturers. From limited hydraulic tests they are equivalent in operation to a headwall in both inlet and outlet control. Some end sections, incorporating a closed taper in their design have a superior hydraulic performance. These latter sections can be designed using the information given for the beveled inlet. Bend losses, junction losses, grate losses and other losses are discussed in HDC-5 Hydraulic Design of Highway Culvert. 152 80 9/12/2023 5:35:18 PM Inserting the above relationships for entrance loss, friction loss, and exit loss into Equation (1), the following equation for loss is obtained: H=[1+ke+(29n2L/R1.33)]* V2/2g (5) FIGURE III-8 FULL FLOW ENERGY AND HYDRAULIC GRADE LINES E Figure III-8 depicts the energy grade line and the hydraulic grade line for full flow in a culvert barrel. The energy grade line represents the total energy at any point along the culvert barrel. HW is the depth from the inlet invert to the energy grade line. The hydraulic grade line is the depth to which water would rise in vertical tubes connected to the side of the culvert barrel. In full flow, the energy grade line and the hydraulic grade line are parallel straight lines separated by the velocity head lines except in the vicinity of the inlet where the flow passes through a contraction. The headwater and tailwater conditions as well as the entrance, friction, and exit losses are also shown in Figure III-8. Equaling the total energy at sections 1 and 2, upstream and downstream of the culvert barrel in Figure III-8, the following relationship results: HWO + VU2/2g = TW + Vd2/2g + HL (6) HWO is the headwater depth above the outlet invert (ft) VU is the approach velocity (ft/s) TW is the tailwater depth above the outlet invert (ft) Vd is the downstream velocity (ft/s) HL is the sum of all losses Note: the total available upstream energy (HW) includes the depth of the upstream water surface above the outlet invert and the approach velocity head. In most instances, the approach velocity is low, and the approach velocity is neglected. However, it can be considered to be a part of the available headwater and used to convey the flow through the culvert. 153 81 9/12/2023 5:35:18 PM Likewise, the velocity downstream of the culvert (Vd) is usually neglected. When both approach and downstream velocities are neglected, Equation 6 becomes: HWO = TW + HL (7) In this case, HL is the difference in elevation between the water surface elevation at the outlet and the water surface elevation at the inlet. If it is desired to include the approach and/or downstream velocities, use Equation (4c) for exit losses and Equation (6) instead of Equation (7) to calculate the headwater. Equations (1) through (7) were developed for full barrel flow. They also apply to the flow situations shown in Figure III-7 B and C, which are effectively full flow conditions. Backwater calculations may be required for the partly full flow conditions shown in Figure III-7 D and E. These calculations begin at the water surface at the downstream end of the culvert and proceed upstream to the entrance of the culvert. The downstream water surface is based on critical depth at the culvert outlet or on the tailwater depth whichever is higher. If the calculated backwater profile intersects the top of the barrel, as shown in Figure III-7 D, a straight full flow hydraulic grade line extends from that point upstream to the culvert entrance. From Equation (4b), the full flow friction slope is: Sn = Hf/L = (29 n2/R1.33 )*( V2/2g) In order to avoid tedious backwater calculations, approximate methods have been developed to analyze partly full flow conditions. Based on numerous backwater calculations performed by the FHWA staff, it was found that a downstream extension of the full flow hydraulic grade line for the flow condition shown in Figure III-9 pierces the plane of the culvert outlet at a point half-way between the critical depth and the top of the barrel. Therefore, it is possible to begin the hydraulic grade line at a depth of (dc+D)/2 above the outlet invert and extend the straight, full flow hydraulic grade line. The inlet losses and the velocity head are added to the elevation of the hydraulic grade line at the inlet to obtain the headwater elevation This approximate method works best when the barrel flows full over at least part of its length. When the barrel is partly full over its entire length, the method becomes increasingly inaccurate as the headwater falls further below the top of the barrel at the inlet. Adequate results are obtained down to a headwater of 0.75D. For lower headwaters, backwater calculations are required to obtain accurate headwater elevations. 154 82 9/12/2023 5:35:18 PM FIGURE III-9 OUTLET CONTROL ENERGY AND HYDRAULIC GRADE LINES 155 83 9/12/2023 5:35:18 PM The outlet control nomographs in Appendix G provide solutions for Equation (5) for entrance, friction, and exit losses in full barrel flow. Using the approximate backwater method, the losses (H) obtained from the nomographs can be applied for partly full flow conditions. The losses are added to the elevation of the extended full flow hydraulic grade line at the barrel outlet in order to obtain the headwater elevation. The extended hydraulic grade line is set at the higher of (dc+D)/2 or the tailwater elevation at the culvert outlet. Again, the approximation works best when the barrel flows full over at least part of its length. Outlet control performance curves can be developed using Equations (1) through (7), or the nomographs in Appendix G. Flows bracketing the design flow are selected. For these flows, the total losses through the barrel are calculated or read from the outlet control nomographs. The losses are added to the elevation of the hydraulic grade line at the culvert outlet to obtain the headwater. Design Process Compare the headwater elevations calculated for the inlet and outlet control. The higher of the two is designated the controlling headwater elevation. The culvert can be expected to operate with that higher headwater for at least part of the time. If outlet control governs and the headwater depth is less than 1.2D, it is possible that the barrel flows partly full through its entire length. In this case, caution should be used in applying the approximate method of setting the downstream elevation based on the greater of tailwater or (dc + D)/2. If an accurate headwater is necessary, backwater calculations should be used to check the result from the approximate method. If the headwater depth falls below 0.75D, the approximate method should not be used. 2.12 STORM DRAIN INLET VELOCITY Velocities (Vi) shall be calculated at all storm drain inlets (both closed conduits and open channels) to determine the need for erosion protection, except at inlets in a street. Storm drains frequently have velocities at the inlets that are higher than the velocities in the discharging stream or channel. These inlet velocities may require flow adjustment or erosion control to prevent upstream erosion. The following is a summary of an approximate procedure to calculate the design velocity at a storm drain inlet. The greater inlet velocity resulting from the 2-year flood and design flow for the discharging stream or channel is to be used for design of erosion control at the inlet. Compute the headwater (HW) at the inlet as pressure control (for culverts this is referred to as outlet control) and as inlet control (using Chart 1B in Appendix G) for both the 2-year flood and the design flow. The controlling headwater and inlet velocity is determined by the following procedure when the upstream channel/stream flow is subcritical. • If it is a closed conduit and both headwaters are greater than 1.2 times the height of the inlet (h), then the lower of the two headwaters is the controlling headwater and the inlet velocity is the full flow velocity of the closed conduit. 156 84 9/12/2023 5:35:18 PM • If it is a closed conduit and one headwater is greater than 1.2h and the other is lower than 1.2h, then the higher of the two headwaters is the controlling headwater and the inlet velocity is the full flow velocity of the closed conduit. • For all other cases the critical flow velocity in the storm drain may be assumed as the inlet velocity or a backwater analysis may be performed. Note that the inlet velocity to be used for design of the upstream erosion control shall be the greater of the velocities resulting from the 2-year flood and the design flow through the storm drain. Erosion control is required for velocities that exceed 6 fps and the limits of the erosion control must be determined with water surface profiles if the velocity exceeds 8 fps. In all cases where the flow in the upstream channel/stream at or near the inlet is supercritical, then the velocity in the channel/stream corresponding to the supercritical flow is used as the inlet velocity. In this case it must be determined if a hydraulic jump occurs at the inlet. Such cases require special analysis and design as required by the City Engineer. 2.13 STORM DRAIN OUTLET VELOCITY Velocities (Vo) shall be calculated at all storm drain outlets (both closed conduits and open channels) to determine the need for erosion protection. Storm drains usually have velocities at the outlets that are higher than the velocities in the receiving stream or channel. These outlet velocities may require flow adjustment or energy dissipation to prevent downstream erosion. The following is a summary of an approximate procedure to calculate the velocity at a storm drain outlet. The design flow for the storm drain is to be used to calculate the velocities and depths of flow at the outlet (do, Vo), in the storm drain near the outlet (d1, V1) and in the receiving stream or channel near the outlet (d2, V2). a. Channel/Stream Velocity The velocity downstream (also referred to as tailwater) of the outlet in the stream or channel shall be the velocity corresponding to the uniform flow depth for prismatic channels with subcritical flow (i.e., when du2>dc2, then d2=du2 and V2=Vu2) and non- prismatic channels or streams with subcritical flow when flow conditions do not result in a decreasing depth of flow downstream of the outlet (i.e., d2=du2 and V2=Vu2). For all supercritical flows and for non-prismatic channels and streams with subcritical flow with flow conditions in the channel or stream that result in a decreasing depth of flow downstream of the outlet, no tailwater shall be assumed (i.e., d2=0 and V2=N/A). b. Storm Drain Velocity If a supercritical flow exists within a storm drain anywhere upstream of the outlet, then the highest uniform velocity within the storm drain may be used (V1=Vmax and d1=d corresponding to Vmax) or a drawdown analysis may be conducted to determine the velocity at the outlet. A drawdown analysis should begin at the upstream control where critical depth can be used to approximate the depth of flow in the storm drain and then proceed downstream to the outlet. Subcritical flow cannot be assumed near the outlet in storm drains with upstream supercritical flows just because uniform depth is greater than critical depth near the outlet. In such cases, an analysis must be conducted to demonstrate that a hydraulic jump occurs within the storm drain if subcritical flow is to be used to determine the velocity in the storm 157 85 9/12/2023 5:35:18 PM drain near the outlet. When a hydraulic jump occurs in a storm drain the length of the jump and turbulence must also be considered downstream. If flow within the storm drain is subcritical at all locations upstream, then the velocity at uniform depth is the velocity in the storm drain near the outlet. For closed conduit storm drains and culverts, if uniform depth exceeds the top of the conduit then full flow shall be assumed near the outlet (i.e., pressure flow). c. Outlet Velocity When the flow near the outlet in the storm drain is subcritical, then the outlet velocity shall be determined as follows. The critical velocity in the upstream storm drain is used as the outlet velocity when the tailwater in the downstream channel or stream is less than critical depth. If the tailwater is greater than critical depth and less than the depth of flow in the storm drain near the outlet, then the tailwater depth is used to compute the outlet velocity in the storm drain except when the tailwater is above the top of a closed conduit. The full flow velocity (i.e., pressure flow velocity) of the closed conduit shall be used when the tailwater is greater than the top of a closed conduit. In all cases where the flow in the upstream storm drain near the outlet is supercritical, then the velocity in the storm drain corresponding to the supercritical flow is used as the outlet velocity. Velocities at the outlets shall be shown on the plans with calculations. If there is a hydraulic jump at the outlet, the Froude Number and location of the jump must be on the plans with calculations. Erosion control is required for velocities that exceed 6 fps and the limits of the erosion control must be determined with water surface profiles if the velocity exceeds 8 fps. Outlets with velocities exceeding 9 fps shall have energy dissipators designed per HEC-14 Hydraulic Design of Energy Dissipators for Culverts and Channels (FHWA, 2000), Design of Small Dams (USBR, 1973), or Open Channel Hydraulics (Chow, 1959). Calculations for energy dissipators shall be included on the construction plans. FIGURE III-10 OUTLET VELOCITY – INLET CONTROL E 158 86 9/12/2023 5:35:18 PM FIGURE III-11 OUTLET VELOCITY – OUTLET CONTROL E In outlet control, the cross sectional area of the flow is defined by the geometry of the outlet and either critical depth, tailwater depth, or the height of the conduit (Figure III-11). 2.14 HEADWALLS AND ENTRANCE CONDITIONS Standard sloped headwalls are to be used to protect the embankment from erosion and the storm drain from displacement. Sloped headwalls conforming to the minimum slope specified in this Design Manual shall be constructed at the entrance of all storm drainage facilities. Special headwalls and wingwalls may be required at the entrance of all hydraulic structures where approach velocities are in excess of 8 feet per second. Storm drain entrance and headwall shall be designed such that the flow line of the storm drain is coincident with the flow line of the upgradient stream or channel from which the flow is entering the storm drain. 2.15 HEADWALLS AND EXIT CONDITIONS Headwalls are used to protect the embankment from erosion and the storm drain from displacement. Sloped headwalls conforming to the minimum slope specified in this manual shall be constructed at the entrance and/or outfall of all storm drainage facilities. Storm drain exits and headwall shall be designed such that the flow line of the storm drain is coincident with the flow line of the stream or channel into which the storm drain discharges. The maximum exit velocity from the storm drain is limited to the maximum velocity allowed in the stream or channel. Due to the geometry of the storm drain-stream intersection, turbulence or other conditions may tend to produce erosion. Erosion control will be used to protect the stream bed from scour and erosion. The erosion control shall be reinforced and have toe walls on all sides to prevent undermining. 159 87 9/12/2023 5:35:18 PM 2.16 RIPRAP DESIGN Rock riprap shall be designed at all storm drain outfalls with a velocity greater than six feet per second under low tailwater conditions. Rock riprap, with or without grout, shall be installed in accordance with design computations and the City’s Standard Details. Grout shall be required at the discretion of the City. Riprap aprons and basins shall be designed in accordance with Sections 4.4 and 4.5 of the iSWM Technical Manual (latest revision). The design thickness of the stone lining will not be reduced by the use of grout. A properly designed geotextile is required under the bedding layer, and regardless of the computed thickness, the minimum allowable riprap thickness is 12 inches. The minimum diameter size for rock riprap shall be 12 inches. 2.17 DETENTION BASIN DESIGN A properly designed detention pond may mitigate flood impacts caused by increased flows and may be employed to demonstrate no downstream impacts from the proposed project. When there are no downstream impacts and flows are not concentrated, the City Engineer may determine that the intent of Section 2.07 (d) of this manual has been met. A downstream assessment illustrating all systems downstream of the improvements are sufficient to carry the ultimate 100-year storm is required to prove no detention is necessary. Detention facilities shall not increase flows for the 2 year, 10 year, and 100 year floods. Retention ponds may be constructed; however, they may not be considered in the reduction of flood flows. Dams shall meet TCEQ requirements and, dams subject to such requirements, shall meet or exceed US Army Corps of Engineers’ design criteria. The criteria, technique, and data to be used to analyze detention ponds shall be as approved by the City Engineer. A complete set of all detail calculations shall be submitted to the City Engineer for approval prior to the completion of the plans for the drainage system. These guidelines are limited to detention ponds draining areas less than 500-acres. The City Engineer should be contacted for the technique and data to be employed for the design of detention ponds draining areas greater than 500-acres. A complete set of all detailed calculations (including electronic copies of all models) are to be submitted to the City Engineer for approval prior to completion of construction plans for the drainage system. a. Applicable Design Criteria 1. All ponds and dams shall meet state and federal requirements, including TCEQ regulations 30 TAC Chapter 299, Dams and Reservoirs. 2. Ponds’ draining areas from 10- to 500-acres may be designed with HEC-HMS using Modified Puls routing, Curve Number (CN) loss rate, 1, 2, and 3-hour rainfall depth-duration data (whichever proves to be the highest water surface elevation in the pond), and Dimensionless Hydrograph Method (DHM). 3. Ponds’ draining areas less than 10-acres may be designed using either the Modified Rational Method (MRM) or the Triangular Hydrograph Method (THM). Note that the MRM is not applicable to ponds in series. For the THM, the hydrograph peak shall be determined using the Rational method, the time to peak shall be the time of concentration, and the time of base shall be four times the time 160 88 9/12/2023 5:35:18 PM to peak. At two times the time of peak the hydrograph ordinate shall be 0.6 times the peak flow and at three times the time of peak the hydrograph ordinate shall be 0.3 times the peak flow. Modified Puls routing with HEC-HMS should be used for design with THM. 4. Note that the pre-developed conditions with an undeveloped site the minimum time of concentration is 20-minutes with a runoff coefficient of 0.30. 5. No increase in discharge from pre- to post-development for the 2-, 10-, and 100- year floods. Generally, to meet this condition a two-stage outlet, such as a pipe for low flow and Y-inlet for high flow, is required. 6. Drainage from any upstream detention systems shall bypass the pond or shall be fully analyzed using hydrograph techniques. Regardless, a storm drain system shall be installed that is capable of conveying fully developed flows across the project site. 7. Earthen dams and ponds shall have maximum slopes of 25-percent. Straw mats shall be placed on the complete pond and dam side-slopes after final grading and seeding. The crown width shall be a minimum of 8’ for pond’s draining area. Type of soil, keyway dimensions, and compaction for dam shall be specified with frequency of testing on the construction plans. 8. Include on the plans charts depicting the stage-discharge-storage relationship for the pond. If a hydrograph method is used, include a plot of the pre-project and post-project inflow and outflow hydrographs for the design floods. 9. Ponds draining less than 10-acres shall have a minimum freeboard of 6-inches over the 100-year flood being discharged through the spillway. Ponds draining 10- to 50-acres shall have a minimum freeboard of 1-foot. Ponds draining 50- to 500 acres shall have a minimum freeboard of 2-feet. 10. Erosion control shall be placed at the inlet and outlet in the pond. All storm drain inlets and outlets shall have headwalls. If the slope from the inlet to the outlet inside the pond is less than 1-percent, a concrete channel shall be installed. 11. Pond outlet hydraulics shall be analyzed and it shall be determined whether the structures are outlet or inlet control. To determine the outlet hydraulics, it is necessary to analyze the downstream drainage system, if assumptions are required to avoid laborious calculation on the downstream drainage system, consult with the Floodplain Administrator. 12. The spillway shall be designed to discharge the 100-year flood with one foot of freeboard (assuming the outlet structure is plugged). The spillway should include a downstream energy dissipater and erosion control. Design of energy dissipaters shall be based on the 100-year flood assuming the outlet structure is plugged. 13. The discharge from any pond may not be concentrated unless it discharges into a drainage easement of City owned storm water management area (with City approval). When these downstream conditions do not exist, concentrated discharges are to be broken-up in a flow distribution structure. Such structures generally consist of a long gabion or concrete weir and downstream erosion 161 89 9/12/2023 5:35:18 PM control matching downstream grades. Typically, a maximum flow of 1.0 cfs per foot of discharge is allowed for the 10-year flood in determining the length of the weir. The length of the distribution structure (in the direction of flow) is to be based on a 1:1, length to spread of flow, ration to ensure expansion of the flow when it reaches the weir. Any energy dissipaters for the pond outlet works shall be self- contained to ensure proper operation and the distribution structure should begin at the outfall of the energy dissipater. 14. As a minimum, the area covered by the 100-year flood, as well as the dam, outlet structure, and discharge facilities shall be contained within a drainage easement. The plat shall have a note stating that the property owner is solely responsible for the design, operation, and maintenance of the pond and associated appurtenances. 15. Generally, a minimum 4-foot chain link fence with a gate for maintenance shall be installed around the pond, outside the 100-year flood pool, for safety. 16. The engineer shall submit a maintenance plan for each pond. It shall include a procedure for removing sediment along with a measurable time interval or sediment depth to require attention. Pond functionality must be maintained while accumulation of sediment occurs. All new ponds must include provisions for detention of the Water Quality Protection Volume (WQV); refer to the iSWMTM Technical Manual for Water Quality. For inspection and maintenance requirements of stormwater ponds, refer to iSWMTM Technical Manual for Site Development Controls. 17. All developments downstream of dams that do not meet the requirements of this section shall have conveyance systems designed for breach of the upstream dam. b. Wet Detention Pond Wet detention ponds maintain a permanent pool with additional storage capacity to detain storm water. The average depth of a wet pond is generally 3 to 9 feet, although greater depths are possible with artificial mixing. The objective is to avoid thermal stratification that could result in odor problems or recycling of nutrients. Gentle artificial mixing may be needed in small ponds because they are effectively sheltered from the wind. If properly designed, constructed, and maintained, wet ponds will not only reduce peak storm water flows, but also improve water quality and can be an attractive feature of a development. Below are guidelines for wet detention ponds in addition to those presented above. 1. If a 3’ depth is not maintained during summer months the pond must be aerated. 2. 10’ wide maintenance access shall be provided with a slope of 6:1 or flatter. 3. A mechanism for draining the pond for maintenance and emergency must be specified on plans. The pond shall be drained in less than 4 hours. 4. Anti-flotation calculations must be provided for riser structure. 5. A debris filter must be provided for all outlet structures. 162 90 9/12/2023 5:35:18 PM 6. Design shall provide adequate capacity for trapped sediment for 5 years. 7. A forebay shall be provided for ponds draining more than 3 acres. 8. 10-25% of the design storm surface area should be devoted to the forebay. The forebay can be distinguished from the rest of the pond by one of several means: differential pool depth, rock filled gabions or retaining wall, or a horizontal rock filter placed laterally across the pond. 9. Use a length to width ratio of at least 4:1, preferably 5:1 to minimize short circuiting. The inlet and outlet should be placed at opposite ends of the pond where practical baffling shall be installed to direct the water to the opposite end before returning to the outlet. Dead space should be avoided. 10. To minimize water loss by infiltration through the bottom of the pond, and artificial liner, incorporating clay into the soil or compaction should be used. 11. An anti-seep collar should be placed around the outlet pipe when earthen walls are used. 12. The outlet should incorporate an anti-vortex device if the facility serves more than 10 acres. 13. The permanent pool volume should be equal to the runoff volume of 1/3 of the 2 year, 24 hour design storm. 14. The pond bottom should be relatively level to facilitate sedimentation. A minimum 12” pipe outlet above the 5-year sedimentation level shall be provided for draining if a pump will not be used. 2.18 DRAINAGE AREA MAP A map having a scale of one inch (1") equals two-hundred feet (200') (showing the street right-of- way) is suitable unless dealing with a large drainage area. For large drainage areas a map having a scale of one inch (1") equals two-thousand feet (2,000') is acceptable. When calculating runoff, the drainage area map shall show the boundary of the drainage area contributing runoff into the proposed system. The area shall be further divided into sub-areas to determine flow concentration points or inlet locations. Drainage area maps should show streets, zoning, zoning boundaries, existing ground on 2-foot contours, and a hydraulic summary table. Summary table may be omitted on subdivision plans. Direction of flow within streets, alleys, natural and man-made drainage ways, and at all system intersections shall be clearly shown on the drainage area map. This includes sags, crests and corners. Existing and proposed drainage inlets, storm drainage systems and drainage channels shall be clearly shown and differentiated on the drainage area map. 2.19 DRAINAGE EASEMENTS All drainage being conveyed across a platted lot shall be in a drainage easement. Drainage easements shall be granted on plats or by separate instrument if the property has not been platted. This ordinance shall apply to all areas within the jurisdiction of the city and drainage easements shall be conveyed to the city for plat approval, issuance of a building permit, issuance of an 163 91 9/12/2023 5:35:18 PM earthwork permit, approval of construction plans by the Engineering Department, and/or for site plan approval subject to Sect. 245 of the Texas Local Government Code. No building, wall, pool, or other structure shall be located or constructed within a Drainage Easement (DE). Only the following facilities may be allowed in a DE (outside the erosion clear zone) with written approval of the Engineering Director. a. A fence may be placed in a drainage easement when the construction plans are approved prior to construction. A fence shall not impede the flow and have a minimum 3-inch vertical clearance above the water surface for design flows less than 5 cubic feet per second (cfs) and a minimum 8-inch clearance for design flows exceeding 5 cfs. Wrought iron fences may be within the drainage when they can convey the flow 50-percent clogged with debris and maintaining the specified clearances above the water surface. Fences within the floodplain at and near Lake Lewisville shall also be approved by the US Army Corps of Engineers. b. Facilities transverse to the DE such as railroads, streets, bridges, and utilities. c. Park amenities, such as trails, playgrounds, and benches. d. Parking lots and driveways may be placed within drainage easements when they are constructed above the 100-year floodplain or the drainage is in a closed conduit and the overflow does not exceed 6-inches in depth within the parking lot. DE’s shall be shown, labeled, and described by metes and bounds on the plat or when provided as a separate instrument. Overland flow shall be maintained as sheet flow within a drainage easement where possible. Concentrated flows shall be controlled with drainage structures. Channels are all swales, ditches, floodplain areas with fill, once natural channels that have been disturbed including realignment and/or the placement of fill within the floodplain, and lined and unlined drainageways where the flow has a free surface and is not in a closed conduit. Natural channels are undisturbed streams where no fill has been placed in the floodplain and includes the mainstream channel and associated floodplain. DE’s shall have the following minimum widths unless otherwise approved in writing by the Engineering Director. a. Channels shall have as a minimum 1-foot of freeboard in the DE. b. Earthen channels conveying greater than 10-cfs shall have 4-feet each side of the top of bank at a maximum 10-percent cross-slope in the DE. c. Lined channels 3-feet deep or less shall have 6-feet each side of the top of bank at a maximum 10-percent cross-slope in the DE. d. Lined channels greater than 3-feet deep shall have 15-feet each side of the top of bank at a maximum 10-percent cross-slope in the DE. e. DEs shall not be less than 15-feet for storm drain pipes 36-inches in diameter or less. f. DEs shall not be less than 20-feet for storm drain pipes greater than 36-inches in diameter. 164 92 9/12/2023 5:35:18 PM g. DEs for storm drain boxes shall include a minimum of 8-feet clear on each side of the box. h. Natural channels shall have 10-feet each side outside the 100-year floodplain at a maximum 10-percent cross-slope and contain the Erosion Clear Zone. The Erosion Clear Zone (ECZ) shall be fully contained within a drainage easement and one of the following shall apply: a. When a line is projected from the toe of the slope to the bank of the natural creek on a four horizontal to one vertical slope to the natural ground surface: 1. If the resulting intersecting line is greater than 50 feet horizontally from the toe of the natural bank, the ECZ shall be located at the inter-section point. This is illustrated in Figure III-12, Deep Depth Creeks. 2. If the resulting intersecting line is at least 40 feet, but less than 50 feet horizontally from the toe of the natural bank, additional footage shall be added to the requirements, so that a total of 50 feet measured horizontally from the toe of the bank is in the setback. This is illustrated in Figure III-12, Medium Depth Creeks. 3. If the resulting intersecting line is less than 40 feet horizontally from the toe of the natural bank, additional 10 feet shall be added to the requirements. This is illustrated in Figure III-12, Shallow Depth Creeks. b. In lieu of an ECZ, a plan to stabilize and protect the banks of the creek with design calculations shall be approved by the Engineering Department prior to construction. 165 93 9/12/2023 5:35:18 PM FIGURE III-12 EROSION CLEAR ZONE 166 94 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART IV - WATER AND WASTEWATER LINES 167 95 9/12/2023 5:35:18 PM 168 96 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL PART IV - WATER AND WASTEWATER LINES I WATER MAINS 1.01 GENERAL Water mains shall be placed on the north and east sides of a street, in accordance with the utility assignments in Appendix A. Where applicable, line sizes shall comply with the City's Water Distribution System Master Plan or subsequent revisions. a. Water lines in the City of The Colony are categorized as: 1. Distribution Lines – sizes 12-inch and less. 2. Transmission Mains – sizes greater than 12-inches. b. Mains shall be a minimum size of 8-inch diameter pipe. For mains in commercial and manufacturing districts, a minimum of 12-inch diameter pipe will be required if the main is over 600 feet in length. c. Dead end lines are not allowed. d. Fire hydrant lead lines shall be 6-inch diameter pipe no greater than 50 feet in length. e. Water lines 12-inches and greater shall be profiled. P.I.s shall be stationed and elevations to 0.01 feet provided for all water lines. 1.02 WATER MAIN MATERIAL a. Water mains 12-inches in diameter and smaller shall be AWWA C900 or C909 DR18 (Class 235) or DR 14 (Class 305) PVC, mechanical joint, or a bell and spigot joint. A recession in the bell shall have a single rubber gasket. Cast iron fittings of domestic origin shall be used. b. Water mains greater than 12 inches in diameter and larger shall be one of the following: 1. Reinforced Concrete and Pretensioned Cylinder Pipe (RCCP), complying with AWWA C-303 (Pressure Class 150 or greater). RCCP pipe shall be provided with Cathodic protection. The Cathodic Protection System shall be designed by a Texas licensed professional engineer. 2. PVC pipe with a minimum pressure Class of 165 PVC; PVC pipe shall not be used for mains greater than 24” diameter. c. Water lines shall be minimum pressure Class 165. d. All water mains outside utility easements which supply fire sprinkler systems shall be minimum 200 PSI working pressure and U.L. listed. 169 97 9/12/2023 5:35:18 PM e. Water mains shall be standard sizes that are readily available, such as 6-inch, 8-inch, 12- inch, 16-inch, 18-inch, 20-inch, 24-inch, 30-inch, and 36-inch. f. All water mains shall be looped. The maximum length of a dead-end water line permissible is 150 linear feet. Any dead-end water line must have an automatic flush valve installed. 1.03 WATER VALVES Valves 12-inches and smaller shall be placed on or near street property lines and shall be spaced at a maximum of 800 feet apart in residential and 500 feet in all other districts. They shall be placed in such a manner as to require preferably two, but not more than three valves to shut down each City block, or as may be required to prevent shutting off more than one fire hydrant. On cross-feed mains without services, a maximum of four valves shall be used to shut down each block. Also, valves shall be placed at or near the ends of mains in such manner that a shut down can be made for a future main extension without causing loss of service on the existing main. If valves cannot be located for such a shut-down, restrained joints shall be used. The location of valves larger than 12-inches will be as approved by the Director of Engineering. Valves 12-inches and under shall be Resilient Seat Gate Valves (RSGV). Valves larger than 12 inches shall be Butterfly Valves. Blow-off valves and combination air and vacuum release valves shall be installed on all water lines greater than 12 inches in diameter. 1.04 FIRE HYDRANTS a. Number and Locations A sufficient number of fire hydrants shall be installed to provide hose stream protection for every point on the exterior wall of the building. There shall be sufficient hydrants to concentrate the required fire flow, as recommended by the publication “GUIDE FOR DETERMINATION OF REQUIRED FIRE FLOW” published by the Insurance Service Office, around any building with an adequate flow available from the water system to meet this required flow. In addition, the following guidelines shall be met or exceeded: b. SINGLE FAMILY AND DUPLEX RESIDENTIAL – As the property is developed, fire hydrants shall be located at all intersecting streets and at intermediate locations between intersections at a maximum spacing of 500 feet between fire hydrants as measured along the route that fire hose is laid by a fire vehicle. All buildings shall be within a 500 foot radius of a fire hydrant. c. MULTIFAMILY RESIDENTIAL – As the property is developed, fire hydrants shall be located at all intersecting streets and at intermediate locations between intersections at a maximum spacing of 400 feet as measured along the length of the center line of the roadway, and the front of any structure at grade. Building shall be no further than 400 feet from a minimum of two fire hydrants as measured along the route that a fire hose is laid by a fire vehicle. All sides of a building shall be within a 400 foot radius of a fire hydrant. d. OTHER DISTRICTS – As the property is developed, fire hydrants shall be located at all intersecting streets and at intermediate locations between intersections at a maximum spacing of 300 feet as measured along the length of the center line of the roadway, and the front of any structure at grade and shall be no further than 400 feet from a minimum of two fire hydrants as measured along the route that a fire hose is laid by a fire vehicle. All sides of a building shall be within a 300 foot radius of a fire hydrant. 170 98 9/12/2023 5:35:18 PM e. PROTECTED PROPERTIES – Fire hydrants required to provide a supplemental water supply for automatic fire protection systems shall be within 100 feet of the fire department connection for such system. f. Fire hydrants shall be installed along all fire lane areas as follows: g. Non-Residential Property or Use (1). Within 150 feet of the main entrance. (2). Within 100 feet of any fire department connection. (3). At a maximum intermediate spacing of 300 feet as measured along the length of the fire lane. (a) Apartment, Townhouse, or Cluster Residential Property or Use (1). Within 100 feet of any fire department connection. (2). At maximum intermediate spacing of 400 feet as measured along the length of the fire lane. h. Generally, no fire hydrant shall be located closer than fifty (50’) feet to a non-residential building or structure unless approved by the City Engineer and Fire Department. i. In instances where access between the fire hydrant and the building which it is intended to serve may be blocked, extra fire hydrants shall be provided to improve the fire protection. Railroads, expressways, major thoroughfares and other man-made or natural obstacles are considered as barriers. j. Along divided arteries fire hydrants shall be installed on both sides of the roadway so as to preclude the need for laying hose across the roadway. k. Restrictions l. All required fire hydrants shall be as required by the North Central Texas Council of Governments Specifications, Fifth Edition and Addenda and shall be placed on water mains of no less than six (6”) inches in size. m. Valves shall be placed on all fire hydrant leads. n. Required fire hydrants shall be installed so the break-away point will be no less than three (3”) inches, and no greater than five (5”) inches above the grade surface. o. Fire hydrants shall be located behind the back of curb or pavement edge in accordance with City standard details. p. All required fire hydrants placed on private property shall be adequately protected by either curb stops or concrete filled steel posts or other methods as approved by the Utility Director and Fire Department and shall be in easements. Such stops or posts to be the responsibility of the landowner on which the said fire hydrant is placed. 171 99 9/12/2023 5:35:18 PM q. All required fire hydrants shall be installed so that the steamer connection will face the fire lane or street, or as directed by the Fire Department. r. Fire hydrants, when placed at intersections or access drives to parking lots, when practical, shall be placed so that no part of the fire truck will block the intersection or parking lot access when connections to the fire hydrant are made. s. Fire hydrants, required by this article, and located on private property, shall be accessible to the Fire Department at all times. t. Fire hydrants shall be located at street or fire lane intersections, when feasible. u. Fire hydrant bonnet shall be painted according to Standard Details. 1.05 MAIN SIZE FOR HYDRANT SUPPLY Four inch mains used for hydrant supply shall be replaced and dead ends eliminated where practical. Eight inch lines shall be connected so that not more than two hydrants will be between intersecting lines. The maximum length of a six inch fire hydrant lead is 50’. 1.06 FIRE LINE METERING Generally, the City of the Colony will own, operate and maintain all fire lines serving fire hydrants. Such fire lines shall be designed and constructed in accordance with the City’s standards and shall be placed in an easement dedicated to the City for this purpose. Sprinkler service lines, fire line connections and other fire lines which are not maintained by the City shall be equipped with either a water meter or a detector check assembly having a capacity equal to the required fire flow. Water meters and detector check assemblies shall be constructed in accordance with City standards. Any fire line serving a building in excess of 50 feet in length shall require a detector check assembly installed outside the building in a standard vault within 50 linear feet of the main. 1.07 MINIMUM COVER The minimum cover to the top of the pipe must vary with the valve stem. In general, the minimum cover below the street grade should be as follows: 12-inch and smaller, 4.0 feet. Lines larger than 12-inch shall have 5.0 to 6.0 feet of cover. Water lines with more than 6.0 feet of cover shall be approved by the City Engineer. For water lines constructed along county type roads, which are commonly built with a high crown above the surrounding property, increase the cover as required to allow for future paving grade changes. 1.08 CLEARANCES BETWEEN WATER AND WASTEWATER LINES: Clearances between water and wastewater lines shall meet State requirements. Minimum clearances for water mains crossing wastewater lines or storm drains shall be two (2) feet or meeting TCEQ requirements for vertical separation. 1.09 METER BOX AND SERVICE A service with a meter box is constructed from the main to a point just behind the curb line, usually in advance of paving. The location of the meter box is as shown on the Utility Assignments detail sheets and as shown on the City of The Colony Details. On multiple apartments and business 172 100 9/12/2023 5:35:18 PM C0.89 295 properties, the desired size and location is usually specified by the owners. Minimum requirements for water service sizes are: a. One-inch single water services are required to serve all single-family residential lots including townhouse lots and patio homes. Separate meter connections shall be provided for each of the family units. b. The size of apartment, condominium, or multi-family services will depend on the number of units served with a minimum of one meter per building. c. Retail and commercial lots shall have a minimum 2-inch meter and shall depend on the usage for the individual user. d. Irrigation water line shall have a RPZ installed outside right-of-way and easement and shall be maintained by the owner of the property. 1.10 SERVICE CONNECTIONS a. Service connections shall not be allowed to fire hydrant leads. b. Service connections shall not be allowed to transmission mains. II. WASTEWATER 2.01 MINIMUM SIZE The minimum size of wastewater mains in the City of The Colony shall be 8-inch. 6-inch lines may be used to connect to existing 6-inch mains and then only when approved by the Director of Engineering. Line sizes shall convey peak flows as shown on the City’s Wastewater Master Plan or subsequent revisions. All wastewater lines shall be standard sizes such as 6-inch, 8-inch, 12-inch, 15-inch, 18-inch, 21-inch, 24-inch, 30-inch, and 36-inch. 2.02 LOCATION Sewers shall be constructed with extensions to the development boundary to allow for direct connection by future developments. If feasible, sewers shall be placed in streets. Sewers shall generally be located in the center of the street. 2.03 MINIMUM COVER Minimum cover over all wastewater mains shall be 4.0 feet unless approved by the City Engineer. Approved mains with less than 3.5 feet of cover shall be capped as per the “Cap Detail” on the Wastewater Standard Details. 2.04 WASTEWATER FLOWS, SIZE, AND GRADES Wastewater lines shall be designed to convey flows from all upstream areas based on ultimate development of the sewershed. Wastewater flows shall be obtained from the City’s Wastewater Master Plan. Subbasin flow shall be computed in accordance with the following formula: Q = 173 101 9/12/2023 5:35:18 PM Where: Q = Peak wastewater flow (million gallons per day) C = Equivalent single family connections This equation is graphically displayed in Figure IV-1. Equivalent single family connections are based on a density of 3.1 persons per dwelling unit. Densities for other residential uses shall be determined by the City Engineer. Wastewater flow for non- residential uses shall be evaluated by the design engineer and submitted to the City Engineer for approval. Pipes should be placed on such a grade that the velocity when flowing full is not less than two feet or more than ten feet per second. Minimum and maximum grades shall be as follows: Minimum Pipe Slopes 6” – 0.60% 8” – 0.40% 10” – 0.26% 12 – 0.20% 15” – 0.14% 18” – 0.12% 21” – 0.10% 24” – 0.08% Maximum Pipe Slopes 6” – 12.35% 8” – 0.8.40% 10” – 6.23% 12 – 4.88% 15” – 3.62% 18” – 2.83% 21” – 2.30% 24” – 1.93% All grades shall be shown at fifty (50) foot intervals to the nearest 0.01 foot with P.I. stationing. When the slope of a wastewater line changes, a manhole will be required. No vertical curves will be allowed. Horizontal curves (meeting pipe manufacturer recommendations) to match change in street direction will be allowed as approved by the Director of Engineering. 174 102 9/12/2023 5:35:18 PM 175 103 9/12/2023 5:35:18 PM 2.05 MANHOLES AND CLEANOUTS The sizes shall be as designated on the Wastewater Standard Details. In general, manholes shall be placed at all four-way connections and three-way connections. The diameter of a manhole con- structed over the center of a sewer should vary with the size of the wastewater line. In floodplains, sealed and locking manhole covers shall be used. Manholes shall be placed on the ends of all lines, cleanouts will not be permitted at the upstream end of public wastewater lines. Drop manholes shall be required when the inflow elevation exceeds the outflow elevation by more than 24 inches. TABLE IV-1 MINIMUM MANHOLE SIZES Largest Main Size into Manhole Manhole Diameter 6” – 8” 4’ 0” 12” – 24” 5’ 0” Greater than 24” 6’ 0” Manholes more than 8 feet deep shall be a minimum of 5-foot diameter. In order to provide access to sewer lines for cleaning, manholes and/or cleanouts shall be so located that 250 feet of sewer rod can reach any point in the line. This means that manhole spacing shall be a maximum of 500 feet; that spacing between a manhole and an upstream cleanout shall be limited to 400 feet. Cleanouts may be located at the end of the line only. 2.06 LATERALS For single family dwellings, the lateral size shall be 4” minimum; for multiple units, apartments, local retail and commercial – 6” minimum; for manufacturing and industrial, the size should be determined by the Design Engineer. House laterals shall be located 10 feet downstream from the center of the lot, and shall have a 10-foot lateral separation from the water service. Manholes will be required on 6-inch and larger laterals where they connect to the main line. Laterals will not be connected to sewer mains that are deeper than 12 feet. A minimum of one lateral per building shall be required. Also, a minimum of one lateral per residential lot shall be required. Duplexes shall have a lateral to each unit. A one-way cleanout shall be installed in each lateral and located at the right-of-way or easement line. Right-of-way cleanout sweep connections shall be concreted and bedded to minimize settling. 2.07 WASTEWATER LINE MATERIALS a. All wastewater lines shall be PVC SDR 35 for depths less than 14 feet and SDR 26 for deeper installation. b. For wastewater lines crossing creeks with a depth of cover greater than 5’ from the creek’s flowline, wastewater lines shall be PVC with concrete encasement and shall extend 50 feet beyond the streambanks. c. For wastewater lines crossing creeks with a depth of cover of 5’ or less from the creek’s flowline, wastewater lines shall be cement lined ductile iron pipe with polywrap. Each joint 176 104 9/12/2023 5:35:18 PM shall be strapped to a concrete pier drilled to a depth at least 10’ below the flowline of the pipe. 2.08 UTILITY EASEMENTS All public utilities shall be in a utility easement. Utility easements shall be granted on plats or by separate instrument if the property is not platted. No building, wall, or pool shall be located or constructed within a Utility Easement (UE). Only the following facilities may be allowed in a UE with written approval of the City Engineer. a. A fence constructed of steel or wood may be placed in a UE; b. Facilities transverse to the easement such as roads, streets, and private utilities; and c. Parking lots and driveways subject to written approval of the City Engineer. UEs shall be shown, labeled, and described by metes and bounds on the plat or when provided by separate instrument. UEs shall have the following minimum widths unless approved in writing by the City Engineer. a. No UE shall be less than 15’ width. b. UEs with a water and wastewater line shall have a minimum width of 25’. c. When there are more than two utility lines, deep utility line installations (greater than 12 feet), or a line is greater than 12” diameter, then the width of the UE will be determined by the Director of Engineering. Typical easement width with a single line are: 16” to 20” diameter 20’ easement; 24” to 27” 25’ easement; and 30” and greater 30’ easement. 177 Appendix “A” 178 179 A-1 9/12/2023 5:35:18 PM 180 A-2 9/12/2023 5:35:18 PM 181 A-3 9/12/2023 5:35:18 PM 182 A-4 9/12/2023 5:35:18 PM 183 A-5 9/12/2023 5:35:18 PM 184 A-6 9/12/2023 5:35:18 PM 185 A-7 9/12/2023 5:35:18 PM 186 A-8 9/12/2023 5:35:18 PM 187 Appendix “B” 188 189 B-1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL APPENDIX “B” PRIVATE DEVELOPMENT GENERAL NOTES 1. All work shall be done in accordance with the City of The Colony standard details and specifications which has adopted the North Central Texas Council of Governments (N.C.T.C.O.G.) “STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION”, Fifth Edition and Addenda. Copies may be obtained from the “NORTH CENTRAL COUNCIL OF GOVERNMENTS”, PO Drawer 5888, Arlington, Texas, 76005- 5888, Phone (817) 640-3300; also available at www.nctcog.org. A copy of the contract documents, plans and specifications shall be available on-site at all times by the Contractor. 2. The location and depth of all utilities shown on the plans are approximate and there may be other unknown existing utilities not shown on the plans. All existing utilities shall be field verified and protected by the Contractor prior to the start of construction. Also see General Note No. 3(D). The contractor shall contact the following utility companies 72 hours prior to doing any work in the area: a. Texas One Call 1 (800) 245-4545 b. City of The Colony Water Department Locate@thecolonytx.gov c. City of The Colony Irrigation irrigation@thecolonytx.gov d. Oncor (469) 504-2775 e. Atmos Energy (972) 881-4161 f. AT&T (972) 569-3010 g. Time Warner Cable (214) 320-5435 h. Coserv Electric (940) 321-7800 i. Coserv Gas (24 Hour Number) (844) 330-0763 3. It shall be the responsibility of the Contractor to perform the following: a. Prevent any property damage to property owner’s poles, fences, shrubs, mailboxes, etc. b. Provide access to all drives during construction. c. Protect all underground and overhead utilities and repair any damages. Also see General Note No. 2. d. Notify all Utility Companies and verify location of all utilities prior to the start of construction. e. Cooperate with the Utility Companies where utilities are required or specified to be relocated. f. Work in close proximity to and protect existing Utility Mains, traffic lights and poles. g. Any item not specifically called out to be removed shall be brought to the attention of the Engineer prior to removing that item or it shall be replaced at the Contractor’s own expense. h. Any tree, shrub, or grassed areas damaged by the Contractor’s work shall be repaired at the Contractor’s expense 190 B-2 9/12/2023 5:35:18 PM 4. In the preparation of the plans and specifications, the Engineer has endeavored to indicate the location of existing underground utilities. It is not guaranteed that all lines or structures have been shown on the plans. 5. The Contractor shall verify, locate, and protect existing water, sanitary sewer, storm sewer, gas, electric and telephone mains and services and restore service in case of any damage. 6. The Contractor shall provide proper barricades and maintain traffic flow as per Manual on Uniform Traffic Control Devices (MUTCD) at all times. 7. Unless otherwise approved by the City of The Colony Engineering department, the disposal of all construction material shall be hauled outside city limits and disposed of in accordance with the appropriate regulations and guidelines. 8. All phases of construction must be coordinated with the Engineer. Also, the Contractor is required to coordinate with the property owners in order to minimize conflicts. 9. Field adjustments may be necessary and will be carried out as directed by the Engineer. 10. The Contractor shall contact the City of The Colony Engineering Department prior to any sign removal. Please See General Note No. 3. Sign removal and reinstallation/relocation shall be in good condition equal to or better than existing condition, and as per the Engineer’s specifications. 11. All fences, signs, and property corner monuments removed for, or damaged during construction shall be replaced with new material as per the Engineer’s specifications. 12. The Contractor shall relocate existing mailboxes in conflict with the proposed improvements and as specified on the plans, in good condition equal to or better than existing condition, complete in place. The mailboxes shall be accessible at all times for mail delivery. 13. The Contractor shall be responsible for taking all precautions to protect existing trees outside the scope of this Project. 14. The Contractor shall be responsible for repairing any damage caused by the Contractor outside of the designated work area with new quality material at the Contractor’s expense. 15. The Contractor shall locate, verify working condition and protect all existing sprinkler systems lines and heads (if any). Remove, adjust and reinstall in good condition equal to or better than existing condition; replace, if in direct conflict, with the same or better quality material and appurtenances. 16. All existing grades shown on the plans are approximate and shown based on the best information available. 17. All ditch lines and bore pits shall be mechanically tamped. Backfill, other than select fill, may consist of on-site or off-site inorganic soils and should be placed in loose lifts 6”-8” in thickness and should be mechanically compacted to 95 percent of the maximum dry density as defined by ASTM D-698 (Standard Proctor) procedures under existing and proposed pavement, and to 90 percent standard proctor procedures elsewhere. The 191 B-3 9/12/2023 5:35:18 PM moisture content of the fill at the time of compaction should be near optimum to four percentage points above the proctor optimum value. a. All backfill material to be select native material (6” diameter clods and smaller unless directed otherwise by the City) and to be mechanically tamped and density controlled as described above. b. Water jetting is not permitted. c. Densities shall be taken every one (1) lift at staggered one hundred-foot increments, and at typical locations in ditch lines as shown below: 0+00 0+50 1+00 1+50 2+00 2+50 3+00 | X | X | X | | | | | | | | X | X | X | X | | | | | | | | X | X | X | | | | FILL AREA | | | X | X | X | X | | | | | | | | X | X | X | | | | | | | | X | X | X | X (Legend: X denotes densities.) d. Densities shall also be taken during the backfill of each and every service line installed during the project in the same manner described above. If 100 feet sample staggering is not possible due to short service line length, staggering will be as directed by the City’s construction inspector for the project. e. Density will also be taken beneath and around each and every inlet, junction box and manhole installed during the project during backfill activities. Sample staggering will be as directed by the City’s construction inspector for the project. 18. Contractor to fill all voids under existing pavement when installing new line. Also all ditch lines must be filled at the end of each day’s work. 19. All pipe shall be kept free of trash and dirt at all time. At the end of each day, the pipe shall be temporarily connected/sealed. 20. The Contractor shall keep the existing fire hydrants in service at all times. 21. The Contractor shall maintain the existing water mains in service during all phases of construction. Leaks caused by the Contractor shall be repaired immediately at the Contractor's expense. Leaks along the existing water main close to the working area, caused by vibration, etc. (during working hours) shall be repaired by the Contractor with the City only providing the required parts. The City will repair all leaks if the Contractor is 192 B-4 9/12/2023 5:35:18 PM not on the job-site (primarily after working hours); if the leak is directly caused by the Contractor and not repaired, all charges incurred shall be billed to the Contractor. 22. All cutting and plugging of the existing water main where specified on the plans, shall include all labor, fittings and appurtenances required to perform this work, with the cost incidental to the project. 23. The Contractor shall maintain the existing sanitary sewer mains and services in operation when installing the proposed sanitary sewer main. This shall include any temporary connections, if required. 24. Clearances on water and wastewater lines shall meet State requirements. Minimum clearances for water and wastewater lines crossing storm drains shall be two (2) feet or one-half (0.5) feet when the water or wastewater line is concrete encased. 25. Street closing requests shall be submitted to the City of The Colony Engineering Department in writing, a minimum of two weeks in advance of any street closing for notifications to Police, Fire, Mail, Garbage and School. There are no guarantees that street closings will be approved by the City. 26. Seed/sod shall be furnished to establish ground cover over all disturbed areas as an erosion control measure. The Contractor shall not wait until the Completion of the entire project before doing this work. The project shall not be accepted by the City Engineer prior to the establishment of ground cover. Side slopes greater than 5:1 shall include staked mats. 27. Sheeting, shoring, and bracing: The contractor will abide by all applicable federal, state, and local laws governing excavation, Trench’s side slopes shall meet Occupational Safety and Health Administration (OSHA) standards that are in effect at the time of construction. Sheeting shoring and bracing shall be required if side slope standards are not met. A pull box, meeting OSHA standards, will be acceptable. The Contractor will submit detailed plans and specifications for trench safety systems that meet OSHA standards that are in effect at the time of development of project when trench excavation will exceed a depth of five (5) feet. These plans will be sealed by an Engineer registered by the State of Texas and submitted to the City before obtaining a construction permit. 28. Contractor shall conform activities to the SWPPP as specified, including installing, maintaining, and removing pollution controls, conducting and documenting inspections of pollution controls, sprinkling for dust control, maintaining spill response equipment on-site, and "good housekeeping". Pollution controls include silt fences (or straw bales), stabilized construction entrance, establishing grass, sprinkling for dust control. The Contractor shall also be responsible for submitting Notice of Intent (NOI) and Notice of Termination (NOT) to the Texas Commission on Environmental Quality (TCEQ). 29. The Contractor shall maintain the existing water mains and services in operation when installing the proposed water main. This shall include any temporary connections, if required in areas of conflict 30. Contractor must notify each property owner 24 hours prior to shutting off water for connection to new main. 193 B-5 9/12/2023 5:35:18 PM 31. The Contractor shall contact the City of The Colony at locate@thecolonytx.gov for the operation of all water valves. 32. The cost of replacing all pavement markers, traffic buttons, striping, etc., disturbed during the construction shall be Contractor’s responsibility to maintain, repair or replace. 33. The Contractor shall maintain the flow of traffic at all times and provide access to all drives. 34. The maximum deflection of pipe joints shall not exceed that recommended by the pipe manufacturer. If it is necessary to deflect the pipe (greater that the recommended amount) the Contractor shall provide fittings or specials. 35. The Contractor shall notify Engineering Inspection 48 hours in advance for all water or wastewater locates or turnoffs of water. 36. Prior to the start of construction, The City Inspector, Water/Wastewater Inspector, and the Contractor shall make a dry run to the system to insure, to the extent possible, that the utility can be found and secured. 37. Work may not be backfilled until it has been inspected by the City. 38. Contractor shall be required to clean the project area daily. The construction entrance, streets, and subject property shall remain clear of trash, silt, and debris at the end of each working day. The City reserves the right to shut down any construction activities where project clean-up is not conducted on a daily basis. 39. For the development of any subdivision, the developer shall pay an inspection fee of four percent (4%) of the total contract amount of work involving the installation or improvement of any of the following items intended for dedication to the City, located on City-owned property, and/or within a public easement: street, alley ways, water lines, wastewater lines, drainage or storm sewer systems, non-single family sidewalks and driveways, screening and/or retaining wall, and/or fences. The inspection fee percentage that will be charged is based on the City’s Master Fee Schedule that is approved by Resolution by City Council each year. One hundred percent of the fees must be paid at the time of the pre-construction meeting. Construction or developers must provide the City with copies of contracts for all infrastructure. These copies must include total linear feet of water lines, wastewater lines, streets, alleys, and sidewalks. An additional fee, with a two (2) hour minimum, shall be assessed for any inspection scheduled after regular engineering inspection hours (Monday through Friday from 7:00 a.m. to 6:00 p.m.). Unless otherwise approved by City Inspector, there shall be no work on City holidays or on Sundays. The per hour rate to be charged is based on the City’s Master Fee Schedule that is approved by Resolution by City Council. After-hours and holiday inspection requests must be scheduled at least twenty-four (24) hours in advance, and the fee paid at the time of the inspection request. 194 B-6 9/12/2023 5:35:18 PM 39. All street paving over 10et in length shall be performed using appropriate slip form paving machine. Hand pours are not allowed unless under 100 feet in length. 195 Appendix “C” 196 197 C-1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL APPENDIX “C” ADDENDUM TO THE NORTH CENTRAL TEXAS COUNCIL OF GOVERNMENTS STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION This addendum to the North Central Texas Council of Governments Standard Specifications for Public Works Construction – Fifth Edition, sets forth (by reference number) exceptions or requirements of the City of The Colony, Texas and thereby takes precedence over any conditions or requirements of the Standard Specifications with which it is in conflict. 101.1 The term “OWNER” shall refer to the City of The Colony, Texas. The term “OWNER’S Representative” shall refer to the City’s Engineer or other duly authorized assistant, agent, Engineer, inspector, or superintendent acting within the scope of the particular duties instructed to him or her. Add new paragraph 103.3.1.5 103.3.1.5 MAINTENANCE BONDS The Contractor shall furnish the City of The Colony with a Maintenance Bond from an approved surety company which protects the City against defective workmanship and materials for a period of two (2) years from the date of the final acceptance by the City. Where defective workmanship and/or materials are discovered requiring repairs to be made under this guarantee, all such repair work shall be done by the Contractor at his own expense within five (5) days after written notice of such defect has been given to him by the City. Should the Contractor fail to repair leaks or correct such defective workmanship and/or materials within five (5) days after being notified, the City may make the necessary repairs and charge the Contractor with the actual cost of all labor and materials required. The Maintenance Bond shall be in the amount of $50,000.00 or 10 percent (10%) of the amount of the Contract, whichever is greater, but not to exceed 100 percent (100%) of the Contract amount. The Contractor shall execute the Maintenance Bond on the forms furnished by the City. 106.5 Replace first paragraph: Initial testing of all materials, construction items or products incorporated in the work, including initial compaction and density tests deemed necessary, shall be performed by an independent testing laboratory acceptable to the City. The Contractor shall pay the cost of all testing, including the retesting of all required tests that have failed. Test reports of all materials tested shall be sent to the City. 198 C-2 9/12/2023 5:35:18 PM Replace first sentence in last paragraph: The cost for all inspections and tests made by the independent testing laboratory, acceptable to the City, shall be borne by the CONTRACTOR. Add a new paragraph 107.29: 107.29 RECORD DRAWINGS The Contractor shall furnish two (2) sets of prints and one mylar reproducible set of drawings marked with the location of all water and sewer services, electrical cables, and any field changes during construction. All record drawings to be delivered to the City of The Colony. Add a new paragraph 109.7: 109.7 SUBSIDIARY ITEMS Only those items in the Proposal will be measured and paid for. All other items of work required to complete the project shall be considered subsidiary to the pay items in the proposal and no claims whatsoever for extra work for such subsidiary items will be considered. 203.2.6 Add a new paragraph after last paragraph: Removal and separation of topsoil is required unless otherwise noted. Finished grade shall be ± 0.1 feet of original grade unless otherwise noted. The Contractor is responsible for removing and disposing of all excess excavated materials. Such materials may not be left on public right-of-way or adjacent property without written permission to do so. 203.5.3 Add a new paragraph at end of 203.5.3: Density tests shall be performed by an independent testing laboratory and paid for by the Contractor. Field Density tests shall be performed at a minimum rate of one test per 2,500 square feet per lift in all lifts of embankment at a location selected by the City. The City may perform additional density tests at his expense. The minimum density for embankments subjected to vehicular traffic is 95% of the maximum dry density determined by the Standard Proctor test, ASTM D 698. The moisture content should range from 2 percentage points below optimum to 4 percentage points above optimum (-2 to +4). If the materials fail to meet the density specified, the course shall be reworked as necessary to obtain the specified compaction. Density tests which fail shall be retested at the Contractor’s expense. 204.1.3 Where pipelines and conduits are placed in existing lawns or landscaped areas, remove and replace topsoil sod and other plants and guarantee the survival of all plants so replaced. 301.2 Unless otherwise noted, lime treatment applied to pavement subgrade shall be at a rate as per recommendation by Geotechnical Report, but not less than 6% of the subgrade dry weight. 199 C-3 9/12/2023 5:35:18 PM 301.2.3.4.1 Dry placing of lime is allowed only with special permission of the City. 301.2.3.5.1 One gradation test shall be performed for each 300 linear feet of pavement which receives lime treatment. The City shall select the location of each test. The gradation test shall be performed by an independent testing laboratory. The cost of testing shall be borne by the Contractor. 301.2.3.6 Density tests shall be performed by an independent testing laboratory and paid for by the Contractor. Field Density tests shall be performed at a minimum rate of one test per 2,500 square feet per lift in all lifts of embankment at a location selected by the City. The City may perform additional density tests at his expense. The minimum density for embankments subjected to vehicular traffic is 95% of the maximum dry density determined by the Standard Proctor test, ASTM D 698. The moisture content should range from 2 percentage points below optimum to 4 percentage points above optimum (-2 to +4)If the materials fail to meet the density specified, the course shall be reworked as necessary to obtain the specified compaction. Density tests which fail shall be retested at the Contractor’s expense 301.3 Portland cement treatment of base and subgrade may be used only with special permission of the City. 303.2.1.3.2 No more than 40% difference shall be retained between any two consecutive sieves. 303.5.4.2 Expansion joints shall be spaced at not greater than 300 feet centers. Expansion joints are required across the entire pavement width on all side of an intersection. 303.5.4.3 Sawed dummy joints shall be spaced both transversely and longitudinally at spacing’s of 15 feet, 17 feet 6 inches and 20 feet; for 6 inches, 7 inch and 8 inch pavement respectively. 303.5.6.1.3 A stamp or die shall be used to mark on the face of the curb or edge of pavement, the location of all of the following facilities: Facility Marking Water Valve V Water Service W Sanitary Sewer Service S For water valves, the bottom of the “V” shall point in the direction of the valve. The stamp or die shall be approved by the City. 303.8.1 Testing of concrete pavement shall be performed by an independent testing laboratory acceptable to the City and paid for by the Contractor. The Contractor shall furnish all materials, equipment and labor required to perform all concrete tests including but not limited to slump, air content, concrete thickness and concrete strength. One concrete air content and slump test shall be performed on each load of concrete batched or delivered to the job site. 200 C-4 9/12/2023 5:35:18 PM 303.8.2 One concrete thickness tests shall be performed for each 500 L.F. of concrete pavement placed. The City shall select the location of each test. 303.8.3 Minimum pavement compressive strength shall be 4000 psi at 28 days for all streets, curbs, gutters and alleys unless otherwise noted. Air content shall be 3-5%. The Contractor shall prepare test cylinders in the number specified for “test cylinders.” 305.2.2.1 All concrete for sidewalks and driveway approaches shall be 4,000 psi @ 28 days. 305.2.2.2 Reinforcement is required in all driveways and walks. 305.3.2 All concrete for medians shall be 4,000 psi @ 28 days. 305.42 All concrete for headers shall be 4,000 psi @ 28 days. 402.4.10 Add: “If the limiting ditch width occurs within 3 feet of an expansion joint, construction joint or dummy joint, the City may order the pavement removed and replaced to the existing joint. Replacement of the reinforced concrete pavement shall be the thickness measured in inches, specified ditch width plus two feet, and the length measured in linear feet. Additional reinforced concrete pavement ordered by the City to be placed will be measured as the thickness in inches, and the length and width in linear feet. Add the following paragraph: 501.4.2 Mortar for Joints a) Inside of joint – one part Portland cement and two parts washed sand. Add only enough water to form a zero slump mixture. Mix in a mechanical mixer to a uniform consistency. b) Outside of joint – one part Portland cement and two parts washed sand. Add enough water to make the mixture flowable Mix in a mechanical mixer to a uniform consistency. Add the following paragraph: 501.4.2 Dielectric Bushings, Sleeves and Washers a) The dielectric bushings and sleeves shall be made from a nylon- molding compound or a nylon-base, Grade N-1, laminated thermosetting material. Washers shall be made from linen or fiber reinforced thermosetting plastics. b) The insulation for each bolt in the bolt circle shall be 1/32” thick and shall be in length equal to the thickness of the two steel flanges and the 1/8” thick insulating gasket. They shall fit the bolts snugly. 201 C-5 9/12/2023 5:35:18 PM c) The insulating fiber reinforced plastic washer shall be of the same diameter as the steel washers furnished with the bolt set and shall be 3/32” thick. 501.4.3 Bolts for flanges shall be Type 316 stainless steel. Add the following paragraph: 501.4.4.5 For Concrete Pressure Pipe installed in casing, apply mortar support rings on at least ten (10’) foot centers on all placed pipe to be placed in encasement pipe to prevent the pipe from resting on the bells. 501.4.5.2 Design Criteria – Prestressed Concrete Cylinder Pressure Pipe AWWA C-301. The pipe manufacturer shall design the pipe to withstand the design pressure and support the trench loads with the embedment type (including the bedding angle) shown on the plans. All design shall be performed according to the Applicable Standards and according to generally accepted engineering procedures. Submit design calculations to the Engineer for review before manufacturing pipe. The following values shall be used in designing the pipe: (a) Unit weight of soil (w) = 125 lb. per cu. ft. (b) Coefficient of friction between backfill and trench wall (K u’ = 0.110) (c) Bedding angle – a = 30º Unless otherwise noted, pipe shall be designed for a pressure of 150 psi 501.4.6.2 Design Criteria – Bar-Wrapped Concrete Cylinder Pressure Pipe AWWA C-303. a) The pipe manufacturer shall design the pipe to withstand the design pressure and support the trench loads with the embedment type (including the E’) shown on the plans. All design shall be performed according to the Applicable Standards and according to generally accepted engineering procedures. Submit design calculations to the Engineer for review before manufacturing pipe. The following values shall be used in designing the pipe: 1) Unit weight of soil (w) = 125 lb. Per cu. Ft. 2) Coefficient of friction between backfill and trench wall (K u’ = 0.110) 3) Modulus of soil reaction – E’ = 100 Unless otherwise noted, pipe shall be designed for a pressure of 150 psi b) The manufacturer may use only 25% of the calculated composite moment of inertia of the pipe wall for C-303 pipe. The pipe shall be 202 C-6 9/12/2023 5:35:18 PM capable of supporting the trench loads with superimposed H-20 wheel load. Add the following paragraph: 501.5 Repair or replace pipe or fittings with the following imperfections as directed by the Engineer: (1) A piece broken out of the pipe. (2) Any crack extending entirely through the barrel of the pipe or to the steel cylinder or rods. (3) Any shattering or flaking of concrete at a crack. (4) Any excessive surface cracking due to temperature conditions. The pipe supplier shall control these cracks by adequate concrete mix, curing or preservation of moisture in pipe interior during yard storage and shipment to jobsite. 501.7.4 Change the following ASTM A325 (Type 3) to: (A 325M) (Type B). Bolts for buried flanged ends shall be Type 316 stainless steel. 501.10 PVC Water Service Tubing (a) Water service tubing shall be Poly-SDR 9. (b) Service fittings for PVC water service tubing shall be as follows: (1) Corporation Stops – Mueller P-15028 flared fitting or Mueller P- 15008 compression fitting or approved equal. (2) Branch Valve Assemblies for Double Water Services – Mueller P-15363 with two P-14258 angle stops or approved equal. (3) Angle Stops for Single Water Services – Mueller P-14272, P- 14278, or approved equal. 501.13.5 Change “one-half” to “one-third of the total number”. 502.1.1 (see also 502.1.1.2) Fiberglass manholes may be used only with special permission of the City. Brick manholes shall not be used. 502.1.1.1 (1) The gradation shall conform to ASTM C-14. 502.1.1.1.1 Joints shall have trapped O-ring rubber gaskets in accordance with Item 2.12.4 (c). 502.1.1.2 Fiberglass manholes may be used only with special permission of the City. 502.1.4.1.2 Tongue and groove pipe with pre-molded joint sealing compound will not be allowed for manholes. 203 C-7 9/12/2023 5:35:18 PM 502.3 Fire hydrants shall be Mueller Centurion or approved equal. 502.3 (see also 502.3.2) Fire hydrants shall be braced and blocked on concrete slab or stone slab not less than 4” thick unless in sound rock trench. Above grade, fire hydrants shall be painted as follows: a) Clean all surfaces to receive paint to remove all dirt, oil and other contaminants. b) Apply one 5 mil dry film thickness coating of epoxy mastic equal to Carboline 801 or Sherwin Williams B58. c) Apply two 1.5 mil dry film thickness coasts of aliphatic urethane equal to Carboline 134 or Sherwin Williams B65. d) Color of the urethane coatings for the barrel of the hydrant shall be ANSI 70 grey. e) Color of the urethane coatings for the bonnet of the hydrant shall be based on the largest size line within 75 feet horizontally from the hydrant according to the following table: Line Size Color 6” ANSI 70 Grey 8” Blue 12” Yellow f) All colors except grey shall be safety colors per ANSI Z53.1. Grey color shall be per ANSI Z755.1. A blue Stimsonite, Fire-Lite reflector (or approved equal) shall be placed in the center of the street opposite fire hydrants. 502.3.1.1 Scissor type main valves are not acceptable. 502.3.1.1 All accessories for mechanical joint hub shall be attached to foot when shipped. All mechanical joint gland bolts, shall be high strength, low alloy, corrosion resistant steel, and shall conform to ASTM Designation A 323, Type B. 502.3.1.1 All hydrants shall be equipped with: Two hose outlets 2 ½-inches in (6.4 cm) nominal I.D. National Standard Fire-Hose Coupling Screw Thread. One 4 ½-inch nominal I.D. National Standard Thread. 502.3.1.1 Two or more non-corrosive outlets for drainage shall be provided in the base or barrel or between the base and barrel of the hydrant. The outlet shall be an integral part of the drain valve. Drain rods independent of the main stem shall not be accepted. 204 C-8 9/12/2023 5:35:18 PM 502.3.1.1 Direction to open shall be counter-clockwise. 502.3.1.1 The operation nozzle cap nuts shall be 1 ½ in. point to face at base and 1 ¼ in. point to face at top. A weathercap or shield shall be furnished to protect the opening between the operating nut and the top of the bonnet. 502.3.1.3 Main valve seats shall be of such design that incorrect positioning is impossible and that the threads will be adequately guided into position. Arrangements shall also be made to hold the main valve gasket in place during assembly. The main valve shall be made of bronze and threaded into a bronze retainer ring or it may be threaded into a heavy bronze bushing in the hydrant base. 502.3.1.5 Any flanges shall have a minimum thickness of 7/8 in. (2.2 cm). Bolt hole edge distance shall be sufficient to provide full support for the bold head and nut. 502.3.1.6 Operating stems whose threads are located in the barrel or waterway shall be of Manganese bronze, Everdur or other high quality non-corrodible metal, and all working parts in water way shall be bronze to bronze. Operating stems whose threads are not located in the barrel or water way may be made of high grade bronze or steel, and stem nuts shall be bronze. Steel stems shall have bronze, stainless steel, or other non- corrodible metal sleeve where passing through O-rings. Operating threads must be sealed against contact with the water at all times regardless of open or closed position of the main valve. 502.3.1.12 A copy of an independent certified testing laboratory test results shall be submitted regarding the flow data from hydraulic tests for head loss through the hydrant. 502.3.3 Blocking shall be included in payment for fire hydrants and shall not be paid separately. 502.5.1.3 Add the following at the end of the second paragraph: “Valve must have a positive stop to prevent damage to brass ball over opening.” In the sixth paragraph add “and 1 inch” after ¾” in the first sentence and change “streamline” to “solder.” In the seventh paragraph change “streamline” to “solder.” 502.6 The following valves types shall be used unless special permission is given to do otherwise: 502.6.6.1 Gate Valves (AWWA C 500) 12” and smaller 502.6.3 Air Valves 502.6.4 Brass Wheel Valves 3” and smaller 502.6.5 Butterfly Valves 16” and larger 205 C-9 9/12/2023 5:35:18 PM 502.6.2 Resilient Seat Gate Valves (AWWA C 509) 4” through 12” 502.6.1.8 Stuffing box bolts and nuts shall be Type 316 Stainless Steel. 502.6.1.14 Add: “Valves shall be sheathed in polyethylene film and tape per section 2.9.5”. 502.6.2.2 Bonnet Bolts and Nuts shall conform to AWWA Standard C509 with the following exception. All Bonnet bolts and nuts shall be Type 316 Stainless Steel. 502.6.2.3 Valves shall have flanged, push-on, or mechanical-joint ends, or any combination of these as may be specified. Bolts for mechanical joint ends shall meet ASTM A-325M (Type B). Bolts for direct buried flanges shall be Type 316 Stainless Steel. 502.6.2.5 Stuffing Box Bolting and Nuts shall conform to AWWA Standard C509 with the following exceptions: Stuffing box bolts and nuts shall be Type 316 Stainless Steel. 502.6.2.6 Hand Wheels and Operating Nuts – All valves shall be nut operated unless otherwise shown or specified. All operating nuts shall be ductile iron or cast iron. Handwheels shall be furnished only when called for on plans or in the contract specifications. All valves shall open by turning counterclockwise. 502.6.2.16 Tests – All valves shall be tested by the manufacturer in accordance with AWWA Standard C500. Any leaking at the test pressure through any casting or between the bronze ring and the iron body shall cause the said casting to be rejected. No plugging or patching to stop any leakage shall be allowed. Add paragraph 502.6.2.17 502.6.2.17 Drawings – The manufacturer shall have on file with the City for approval a detail drawing of each type and size of valve to be furnished under these specifications. Offerings having exceptions or modifications to these specifications must be accompanied by new detailed drawings and statement of changes effected. Failure to meet these requirements shall be sufficient cause for rejection. 502.6.5.1 (7) Delete split – V packing. 502.6.5.1 (8) Discs shall be epoxy coated. 502.6.5.1 (10) Add new line: The interior of the valve shall be epoxy coated. 502.6.5.1 (11) Add new line: Valves shall be Class 150-B unless otherwise noted. 502.6.5.3 Revise to read: Valves for direct burial service shall have mechanical joint ends and exposed valves shall have flanged ends. 206 C-10 9/12/2023 5:35:18 PM 502.6.5.6 a) Operator shall be located on the side of the valve, suitable for buried service. b) Manufacturing Experience – Five (5) years minimum manufacturing experience is required. 502.6.6.1 Add: All valve stacks shall be of cast iron pipe or PVC pressure pipe and of one continuous piece to the finished grade. Furnish and install stainless steel valve operator extensions when operating nut is more than four (4”) feet below furnished grade. 502.6.7 Inspection and Rejection – When requested by the City, the Contractor shall furnish test coupons on each heat of ferrous or nonferrous metal going into the valves. Such specimen shall be furnished upon sworn affidavit by the manufacture. When requested at any time, notarized reports of physical tests performed on material used in the manufacture of valves furnished hereunder shall be provided. Such reports or coupons furnished shall be identified by purchase order or contract. The material shall also be identified as to location within the valve and specification or composition. Valves may be rejected for failure to comply with all of the requirements of the specifications. 502.6.2.2 Bonnet bolts shall be Type 316 Stainless Steel. 502.8 Polyethylene encasement in accordance to 502.8 is required for all cast iron and ductile iron pipe, fittings and valves. 502.10.3 Special Requirements for Water Service Taps on PVC Water Pipe (a) Direct tapping of PVC pipe will not be permitted. (b) Taps may be made on PVC pipe using the following devices at the Contractor’s option. (1) Service Saddles – Brass or Stainless Steel saddles – Clow Vega 3407 and 3408, Romac 101-N and 102-N. Any other service saddle must be submitted to the Engineer for approval before installing. (2) Main Line Fitting – Taps may be made in a mechanical joint plug installed in the branch of a tee. (c) All Water Services shall be marked on the end of services with a blue plastic tape with the word “Water” stamped thereon. (d) After the completion of paving, all water deadheads shall have a meter box installed by the Contractor. The type of meter box shall be as shown on the Standard Details. 207 C-11 9/12/2023 5:35:18 PM Add the following: 502.10.3.1.1(2) The two sections or halves type saddle may only be used on PVC pipe. Single strap clamps will not be permitted on any type pipe. 502.10.3.1.2 Only poly tubing (black or blue thick wall), SDR 9 (250 PSI), shall be allowed and a curb stop shall be required in lieu of a brass gate valve. 502.10.3.1.4 Direct tapping of cast iron and ductile iron pipe will be ¾” and 1” only. 502.10.3.2 Tape shall also project out of the ground for one foot at a point one foot back of the curb. Services 1” and smaller in diameter up to fifty (50’) feet (15 meters) in length shall be installed with one continuous piece of water service tubing with no splices, couplings, etc. Add the following: 502.10.4 Laterals to property shall be marked under the ground surface by placing red plastic tape. The word “SEWER” shall be printed at intervals. One end shall be placed at end of lateral, the other just under the ground surface projecting at least one foot (30 cm) back of proposed or existing curb and extending out of ground for one foot. 503.3.3.2 The maximum vertical deviation from the plan grade for sanitary sewer lines shall be ½” inch per 10 feet. 503.3.3.5 In the first sentence of the sixth paragraph – after “tunnel lining shall be” add “backfilled with Class B concrete or grouted per ASTM C476. No concrete or grout shall be.” Add the following: 504.4.2.1 All construction water shall be furnished at standard commercial rates by the City from the nearest convenient City main. A water meter shall be used to determine the amount of water used. The Contractor may obtain water meters from the City after payment of a deposit. If City water is unavailable, Contractor shall be responsible for purchasing water from a local supplier or another city. The City reserves the right to designate the time of day in which water can be withdrawn from City mains. Add the following: 504.5.3.2.1 Excavations within five (5’) of pavement shall be considered to be influenced by vehicular traffic. The moisture content shall be 2-4% above optimum moisture. No water jetting is allowed. 504.5.3.2.1 & 504.5.3.2.2 Density tests shall be performed by an independent testing laboratory and paid for by the Contractor. One density test shall be taken every one (1) 208 C-12 9/12/2023 5:35:18 PM lift at staggered one hundred-foot increments per Appendix “B,” Private Development General Note 17 of this document. The City may perform additional density tests at their expense. Density tests which fail shall be retested at the Contractor’s expense. Add the following: 506.3 Installation of Concrete Pressure Pipe (1) Pipe Laying b) Install pipe and fittings at the locations shown on the plans. Lay pipe to the grade shown on the shop drawings which have been reviewed by the Engineer and released for construction. The Contractor shall establish the grade in the trench from grade stakes set by the Engineer. Use a string line or laser set on the centerline of the ditch to establish trench and pipe grades. c) Minor deflections in the line may be made by unsymmetrical closure of pipe joints; however, the maximum pull shall be ¾” for sizes twelve (12”) inch through twenty-one (21”) inch and one (1”) inch for sizes twenty-four (24”) inch through forty- eight (48”) inch. Beyond these limits use short pipe sections, beveled joints or angle adaptor to make necessary line and grade changes. d) Lay pipe and fittings on specified bedding so as to be uniformly supported along its entire length. No “blocking up” of pipe or joints will be permitted. Provide bell holes to allow making the exterior joint. e) Keep the pipe clean during the laying operation and free of all sticks, dirt and trash, and at the close of each working day, seal the open end of the pipe against the entrance of all objects, especially water. 506.3 A commercially available magnetic tape shall be installed 12” above the top of all PVC water pipe. Magnetic tape shall be blue in color and have the wording “Caution Water Line Buried Below” displayed prominently and continuously along the tape. The ends of the magnetic tape shall be brought up inside each main line valve box. 506.4 Pipe Jointing After the subgrade and embedment materials have been placed and the length of pipe has been placed in the trench, true to line and grade, thoroughly clean the bell and spigot by brushing and wiping. 506.4.1 Lubricate the rubber gasket and the inside surface of the bell with a lubricant approved by the pipe manufacturer. Snap the rubber gasket into the spigot ring groove to equalize circumferential distribution of the gasket. For pipe 18” and smaller, butter the end bell with mortar such that when the joint is made up, the mortar will completely fill the recess in the inside 209 C-13 9/12/2023 5:35:18 PM surface of the pipe at the joint. After the joint is engaged, clean the inside of the joint with a swab. Mortar the inside of joints of pipe eighteen (18”) inches and larger by applying mortar to the annular space by hand after the joint is made up and hand troweling the mortar smooth. Force the spigot in the bell by use of a choke chain or chain and ratcheting hoist. Do not use a backhoe or other excavating machinery to force the spigot into the bell. After the spigot is forced into the bell of the adjacent pipe, the inside recess between the ends of the pipe shall have a maximum opening of 1” and a minimum opening of ¼”. Mortar the exterior surface of the joint by placing a joint wrapper around the pipe, using a band crimping tool. The joint wrapper shall be seven (7”) inches minimum width and be hemmed on each side with steel bands. It shall encircle the pipe, leaving an opening at the top to allow placing mortar. Joint wrappers shall be the type and quality recommended by the pipe manufacturer. Pour liquid grout in the top of the joint wrapper in a continuous operation until the grout is completely around the pipe. During the filling of the wrapper, rod the mortar to eliminate voids. Apply a one (1”) inch coating of Portland cement mortar on all exposed steel on fittings or specials. Allow the coating to take an initial set. Wrap the mortar coating in steel wire mesh and apply a second one (1”) coating of mortar. Immediately after the mortar has set, cover the mortar with damp earth or burlap to prevent rapid moisture loss. (2) Cutting of Pipe Field cutting of pipe will not be permitted except with special permission of the Engineer. (3) Reaction Blocking and Anchorage a) Block, anchor or harness all piping subject to internal pressure to preclude separation of joints. Provide suitable reaction blocking, anchors, harnesses or other acceptable means for preventing movement of pipe caused by internal pressure for all unplugged bell and spigot or all-bell tees, Y-branches, bends deflecting 11- ¼” degrees or more, and plugs. b) Extend 2000 psi concrete blocking from the fitting to solid undisturbed earth and install so that all joints are accessible for repair. The bearing area shall be as shown on the plans. c) If adequate support against undisturbed ground cannot be obtained, install metal harness, anchorages consisting of stainless steel rods, bolts and washers across the joint and securely anchor to pipe and fitting or install other adequate anchorage facilities to provide necessary support. Should the lack of a solid vertical excavation face be due to improper trench excavation, the entire cost of furnishing and installing 210 C-14 9/12/2023 5:35:18 PM metal harness anchorages shall be borne by the Contractor. Welding of joints will not be permitted without special permission by the Engineer. d) Protect from corrosion all steel clamps, rods, bolts and other metal accessories used in reaction anchorages or joint harnesses subject to submergence or in direct contact with earth and not encased in concrete with two inches of wire reinforced field applied mortar cured with wet burlap bags. (5) Insulation of Dissimilar Metals Furnish and install dielectric bushings, sleeves and washers between concrete steel cylinder pipe and cast iron pip, ductile iron pipe or any dissimilar metal. Also furnish dielectric bushings, sleeves and washers on all blind flanges. 506.7 The Contractor shall furnish all labor, materials and equipment to purge, disinfect and test the completed waterline. Bacteriological test samples shall be collected and tested by an independent testing laboratory approved by the City. The cost of testing shall be borne by the Contractor. 507.5 Visual inspection of sanitary sewers is required. The contractor shall furnish one copy of the video of the sewer inspection in DVD format to the City. Add the following: 507.5.1.1 The rate of infiltration or exfiltration for manhole testing shall not exceed one tenth of a gallon per hour per foot of height. 507.5.1.4.1 Deflection testing shall be performed not sooner than 30 days from date the backfill is completed unless the entire backfill is compacted to 95% Standard Proctor density or better. 702.3.1 All structural concrete shall be Class C = 3600 psi, unless specified otherwise. 702.3.4.1(7) Testing of structural concrete strength shall be performed by an independent testing laboratory acceptable to the City and paid for by the Contractor. The Contractor shall furnish all materials, equipment and labor required to perform all concrete tests including but not limited to slump, air content and concrete test beams or cylinders. Add the following to the first paragraph: 702.5.13 No water or dry cement shall be added to surface of concrete for finishing. 702.6 Add the following sentence to the end of 702.5: All concrete to be used in precast products for drainage structures shall come from plans certified by the National Precast Concrete Association. 211 C-15 9/12/2023 5:35:18 PM 702.7.1 Pneumatically Placed Concrete may be used only where specifically called for on the plans or where special permission has been obtained from the City. 801.4.3.1 Delete the last sentence in the paragraph and replace with: The Contractor shall locate the position of work according to plans. 802.1.1 All concrete for concrete steps shall be 4,000 psi @ 28 days. 802.2.1 All concrete for retaining walls shall be 4,000 psi @ 28 days. Add the following: 802.4.3.2 2000 psi concrete will be used in inaccessible locations when a mechanical device cannot compact to required densities and as directed by the City, i.e.: under pipes, road washouts, under paving, etc. Backfill, other than select fill, may consist of on-site or off-site inorganic soils and should be place in loose lifts 6”-8” in thickness and should be mechanically compacted to 95 percent of the maximum dry density as defined by ASTM D-698 (Standard Proctor) procedures under existing and proposed pavement and to 90 percent standard proctor procedures elsewhere. The moisture content of the fill at the time of compaction should be near optimum to four percentage points about the proctor optimum value.. One density test shall be taken every one (1) lift at staggered one hundred-foot increments per Appendix “B,” Private Development General Note 17 of this document. Densities are to be taken by an independent testing laboratory selected by the Contractor and acceptable to the City. The Contractor shall pay for all costs of testing backfill densities. All Density tests which fail shall be retested at the Contractor’s expense. 803.3.4 Measurement of rip-rap will be based on specified trench width plus 2 feet. In the event of excessive excavation, the Contractor will be required to rip-rap the entire excavation plus 1 foot on both sides at his expense. Add the following: 805.2.2 All supplied extra material to make systems operational must be shown on “As-built” drawings with copies provided to the City. 805.4 Delete the entire fourth paragraph beginning with “Unless otherwise specified….” 212 Appendix “D” 213 214 D-1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL APPENDIX “D” PLANS REVIEW CHECKLIST Please make sure the plans you are submitting are in accordance with this checklist. The following checklist will be used during the Plan Review. PRELIMINARY PLAT CHECKLIST: 1. Drawn to a scale of 1” = 400’ or larger (1” = 200 or larger preferable). Yes ____ No ____ N/A ____ 2. Show name of the proposed development and the lot and block if applicable. Yes ____ No ____ N/A ____ 3. Other descriptions of tract such as survey abstract and other Denton County Deed Records recording information. Yes ____ No ____ N/A ____ 4. Name and address of the subdivider. Yes ____ No ____ N/A ____ 5. Name, address, phone number, and email address of the engineer and surveyor for the project. Yes ____ No ____ N/A ____ 6. Show North arrow, scale, and date prepared. Yes ____ No ____ N/A ____ 7. The boundary line of the tract shall be drawn accurately to scale. Yes ____ No ____ N/A ____ 8. Show the subdivision names and/or property owners of record for all of the adjacent properties. Yes ____ No ____ N/A ____ 9. Show Abstract names, Abstract numbers, and boundaries for all survey sections 10. Show the location, right-of-way width and names of all existing/platted streets on or adjacent to the property being developed. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 11. Show the size, location and recording information for all existing easements or other public ways on or adjacent to the property being developed. Yes ____ No ____ N/A ____ 12. Show any railroad right-of-ways on or adjacent to the property being developed. Yes ____ No ____ N/A ____ 215 D-2 9/12/2023 5:35:18 PM 13. Show all size and location of any easements being dedicated on or adjacent to the property being developed. Yes ____ No ____ N/A ____ 14. Show the layout of all proposed streets, alleys, and sidewalk with right-of-way width. Yes ____ No ____ N/A ____ 15. Show the layout, numbers and dimensions of all proposed lots. Yes ____ No ____ N/A ____ 16. Show the building set back lines. Yes ____ No ____ N/A ____ 17. Show the existing two (2) foot contours referenced to NAD. Yes ____ No ____ N/A ____ 18. Show all existing water, wastewater, fire hydrants, culverts, and storm drains on or adjacent to the property being developed. Yes ____ No ____ N/A ____ 19. Show preliminary layout of water, wastewater, fire hydrants, culverts, and storm drains on or adjacent to the property being developed. Yes ____ No ____ N/A ____ 20. Show proposed retention/detention ponds. Yes ____ No ____ N/A ____ 21. Show and label all existing and proposed mutual access easements with adjacent properties. 22. Show locations of screening walls Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ FINAL PLAT – A separate plat shall be filed and shall include: 1. Scale. 2. North arrow (North to top or right) Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 3. Property Lines: a. Bearings and distances. Yes ____ No ____ N/A ____ b. Point of commencing. Yes ____ No ____ N/A ____ c. Point of beginning. Yes ____ No ____ N/A ____ d. Property corners (labeled found or set and provide description). Yes ____ No ____ N/A ____ e. Basis of Bearing. Yes ____ No ____ N/A ____ 4. Street right-of-way boundaries within plat limits. Yes ____ No ____ N/A ____ 216 D-3 9/12/2023 5:35:18 PM 5. Corner clips at street intersections where required. Yes ____ No ____ N/A ____ 6. Alley dedication within plat limits. Yes ____ No ____ N/A ____ 7. Sight distance/visibility easements at street intersections where required 8. Sight distance/visibility easements at alley intersections where required.. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 9. Dashed lines showing labeled easements. Yes ____ No ____ N/A ____ 10. Floodways / Floodplains: a. Show the ultimate 100-year water surface elevation. Yes ____ No ____ N/A ____ b. Show floodplain and floodway boundaries. Yes ____ No ____ N/A ____ c. Drainage Floodway easement limits (drainage easement 10 feet outside of floodplain). d. Minimum finished floor elevations specified. Yes ____ No ____ N/A ____ 11. Curve data. Yes ____ No ____ N/A ____ 12. Building set-back lines and lot lines. Yes ____ No ____ N/A ____ 13. Lot and block numbers. Yes ____ No ____ N/A ____ 14. Abutting property information: a. Owner’s Name and Recording Information. b. Street names and right-of-way width of existing or Platted roads intersecting project. c. Utility and drainage information and easements for water, wastewater and storm sewer intersecting project. Yes ____ No ____ N/A ____ 15. Abstract boundary lines tied by bearing and distance to property corners. Yes ____ No ____ N/A ____ 16. Abstract names and numbers. Yes ____ No ____ N/A ____ 17. City limit line. Yes ____ No ____ N/A ____ 18. County line Yes ____ No ____ N/A ____ 217 D-4 9/12/2023 5:35:18 PM 19. Owners certificate and dedication Yes ____ No ____ N/A ____ 20. Metes and bounds (dedication statement): a. Owner’s signature on final mylar. b. Notarization on final mylar. Yes ____ No ____ N/A ____ 21. Surveyor’s certification on final mylar: a. Signature on final mylar. Yes ____ No ____ N/A ____ b. Seal on final mylar. Yes ____ No ____ N/A ____ 22. Acceptable subdivision name (assigned by planning commission). Yes ____ No ____ N/A ____ 23. Show owner’s name, address and phone number. Yes ____ No ____ N/A ____ 24. Show surveyor’s name, address and telephone number. Yes ____ No ____ N/A ____ SITE PLAN – Each site plan submittal package shall include: A. Site Plan 1. Scale – notation of scale and bar or graphic scale. Yes ____ No ____ N/A ____ 2. Legend Yes ____ No ____ N/A ____ 3. Date Yes ____ No ____ N/A ____ 4. Title Block: a. Name and project number of proposed project. Yes ____ No ____ N/A ____ b. The word “Site Plan”. Yes ____ No ____ N/A ____ c. The County and Abstract in which the project is located. Yes ____ No ____ N/A ____ d. The name, address, e-mail, and telephone number of property owner. Yes ____ No ____ N/A ____ e. The name, address, e-mail, and telephone number of the engineer and/or architect who prepared the applicable plan. Yes ____ No ____ N/A ____ 5. Location Map Yes ____ No ____ N/A ____ 218 D-5 9/12/2023 5:35:18 PM 6. Easements Yes ____ No ____ N/A ____ 7. Water and Wastewater Lines Yes ____ No ____ N/A ____ 8. Building setback lines Yes ____ No ____ N/A ____ 9. Zoning Yes ____ No ____ N/A ____ 10. Lot size and density Yes ____ No ____ N/A ____ 11. Floor to Area Ratio Yes ____ No ____ N/A ____ 12. Parking Standard and Layout including parking calculations Yes ____ No ____ N/A ____ 13. Dumpster location and screening Yes ____ No ____ N/A ____ 14. Gateway Overlay District Requirements Yes ____ No ____ N/A ____ 15. Signage Yes ____ No ____ N/A ____ 16. Building Proximity Yes ____ No ____ N/A ____ 17. Fire Sprinklers (a note indicating if the building is to be sprinklered) Yes ____ No ____ N/A ____ 18. Fire Hydrants Yes ____ No ____ N/A ____ 19. Fire Lanes Yes ____ No ____ N/A ____ 20. Right-of-Way widths Yes ____ No ____ N/A ____ 21. Signature Block Yes ____ No ____ N/A ____ B. Preliminary Grading Plan Yes ____ No ____ N/A ____ C. Preliminary Drainage Plan Yes ____ No ____ N/A ____ D. Preliminary Water and Sanitary Sewer Plan Yes ____ No ____ N/A ____ E. Landscaping Plans Yes ____ No ____ N/A ____ F. Building Elevations Yes ____ No ____ N/A ____ G. Construction Materials in Façade Yes ____ No ____ N/A ____ * A more detailed checklist is contained in the Development Service Department Application Manual for item number E, F, and G. 219 D-6 9/12/2023 5:35:18 PM GENERAL 1. North arrow clearly shown on each plan sheet. Yes ____ No ____ N/A ____ 2. Bench marks shown on each sheet; located on permanent structure outside of construction limits and conveniently spaced (500’ +) and tied to the official City Benchmarks. Yes ____ No ____ N/A ____ 3. Title blocks; title; sheet number and scales shown. Yes ____ No ____ N/A ____ 4. Each sheet must bear the seal of a Licensed Professional Engineer, signature, and date. 5. Each sheet shows the Engineering firm name and it’s TBPE Firm Number. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 6. Street names on each sheet. 7. Street and alley blocks a maximum of 1200 feet 8. Cul-de-sacs less than 600 feet. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 9. Property owners and property lines shown. Yes ____ No ____ N/A ____ 10. Submit six (6) sets of plans for review. Yes ____ No ____ N/A ____ 11. Place standard general notes (Appendix “B”) on plans. Yes ____ No ____ N/A ____ 12. Existing, proposed and future facilities must clearly be defined. 13. Is a Traffic Impact Analysis required? Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ COVER SHEET * - The cover sheet shall include: 1. Project title and type of project. Yes ____ No ____ N/A ____ 2. Location map. Yes ____ No ____ N/A ____ 3. Disposal site for excess excavation. Yes ____ No ____ N/A ____ 4. Index of Sheets. Yes ____ No ____ N/A ____ 5. Approval blocks for City. Yes ____ No ____ N/A ____ 6. Professional Engineer’s seal, signature and date. 7. Engineering firm name and its TBPE Firm Number. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 220 D-7 9/12/2023 5:35:18 PM 8. “Release for Construction” note. Yes ____ No ____ N/A ____ 9. Building and Fire Department Notes Yes ____ No ____ N/A ____ * NOTE: If the Cover Sheet is not furnished, information should appear on other sheets. GRADING * – Each grading plan shall include: 1. Existing one-foot contours based on an on-the- ground survey or controlled aerial topographic map (dashed lines and labeled) to extend 20 feet from property line onto adjacent property. Yes ____ No ____ N/A ____ 2. Proposed one-foot contours – solid lines and labeled. Yes ____ No ____ N/A ____ 3. Show top of curb elevation every 50 feet on streets, alleys, and parking lots. Yes ____ No ____ N/A ____ 4. Slope: a. Back of street curb to property line: ¼” per foot. Yes ____ No ____ N/A ____ b. Parking lot top of curb to property line: Maximum 4 (horizontal) to 1 (vertical). Yes ____ No ____ N/A ____ c. Any unpaved area to property line: Maximum slope of 4:1. Yes ____ No ____ N/A ____ d. Show driveways 6” above street gutter elevation + with ¼” per foot slope up to property line. Yes ____ No ____ N/A ____ 5. Letter of approval if grading is proposed on adjacent property. Yes ____ No ____ N/A ____ 6. Utility easement from abutting property owners. Yes ____ No ____ N/A ____ 7. Proposed inlets, label and size. Yes ____ No ____ N/A ____ 8. Proposed pipes, label and size. Yes ____ No ____ N/A ____ 9. Existing inlets and pipes. Yes ____ No ____ N/A ____ * NOTE: Add statement that grading only is being submitted with these plans if early grading is applied. DRAINAGE – Design of Drainage Systems shall include: 1. Runoff calculations for all areas showing: 221 D-8 9/12/2023 5:35:18 PM a. Acreage. Yes ____ No ____ N/A ____ b. Runoff Coefficient. Yes ____ No ____ N/A ____ c. Inlet Time. Yes ____ No ____ N/A ____ d. 10-year and 100-year intensities. Yes ____ No ____ N/A ____ 2. Rational Method calculation for area less than 200 acres. Yes ____ No ____ N/A ____ 3. Unit Hydrograph Method for areas greater than 200 acres. Yes ____ No ____ N/A ____ 4. Statement that drainage from the abutting property will not be impaired by the proposed grading. Yes ____ No ____ N/A ____ 5. Emergency overflow for 100-year storm at low points or design for 100-year storm. Yes ____ No ____ N/A ____ 6. No diversion of drainage. Yes ____ No ____ N/A ____ 7. Drainage Area Map: a. 1” = 200’ or less with match lines between any two or more maps. Yes ____ No ____ N/A ____ b. Show existing and proposed storm drains and inlets. Yes ____ No ____ N/A ____ c. Calculate sub areas for each inlet and point of analysis. Yes ____ No ____ N/A ____ d. Provide existing and proposed two foot contours on map for on and offsite. Yes ____ No ____ N/A ____ e. Indicate zoning area(s) for drainage computations. Yes ____ No ____ N/A ____ f. Calculate discharge at all inlets, dead-end streets and alleys or to adjacent additions or acreage. Yes ____ No ____ N/A ____ g. Calculations of: 1) Spread of water Yes ____ No ____ N/A ____ 2) Inlets Yes ____ No ____ N/A ____ 3) Street capacity Yes ____ No ____ N/A ____ 222 D-9 9/12/2023 5:35:18 PM 4) ROW capacity Yes ____ No ____ N/A ____ 5) Hydraulic grade line for conduits Yes ____ No ____ N/A ____ h. For cumulative runoff, show calculations. Yes ____ No ____ N/A ____ i. Define all crests, sags and streets and alley intersections with flow arrows. Yes ____ No ____ N/A ____ 8. Curbs for alleys where capacity is exceeded. Yes ____ No ____ N/A ____ 9. Storm water from streets does not flow into alleys or drives. Yes ____ No ____ N/A ____ 10. Offsite drainage or discharge to downstream property will require a letter of permission and/or easements. Yes ____ No ____ N/A ____ 11. Discharge does not adversely affect downstream property. Yes ____ No ____ N/A ____ PAVING PLAN – Each Paving Plan shall include: 1. Geotech Report with recommended pavement section design submitted? See section 5.02 of this manual. Yes ____ No ____ N/A ____ 2. Minimum six inch thick flex base subgrade compacted to 95% standard proctor density. Yes ____ No ____ N/A ____ 3. Right-of-way, street, alley, drives and sidewalks dimensioned. Yes ____ No ____ N/A ____ 4. Centerline stations shown. Yes ____ No ____ N/A ____ 5. Limits of work defined. Yes ____ No ____ N/A ____ 6. Barrier free ramps at all intersections. Yes ____ No ____ N/A ____ 7. Pavement transitions. Yes ____ No ____ N/A ____ 8. Traffic control items; striping, traffic buttons, sign. Yes ____ No ____ N/A ____ 9. Street lighting. Yes ____ No ____ N/A ____ 10. Concrete pavement thickness. Yes ____ No ____ N/A ____ 11. 4,000 psi in 28 days concrete compressive strength. Yes ____ No ____ N/A ____ 12. 6” curbs. Yes ____ No ____ N/A ____ 223 D-10 9/12/2023 5:35:18 PM 13. Reinforcement with No. 4 bars 24” o.c. both ways for street paving. Yes ____ No ____ N/A ____ 14. Sidewalks to be 4” thick, 4,000 psi in 28 days, reinforced with No. 3 bars 14” O.C.E.W. Yes ____ No ____ N/A ____ 15. Expansion joints at intersection and at minimum 600 foot intervals for pavement. Yes ____ No ____ N/A ____ 16. Saw cut at 15-, 17.5- and 20-foot intervals for 6- inch, 7-inch and 8-inch pavements respectively. Yes ____ No ____ N/A ____ 17. Radius at corners conform to Table II-2. 18. Corner Clips per Table II-2 19. Intersection Sight Distance per Table II-6, Figure II-2 and minimum visibility per Figure II-3. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 20. Gutter flow arrows. Yes ____ No ____ N/A ____ 21. Roadways comply with master thoroughfare plan. Yes ____ No ____ N/A ____ 22. Geometrics meet design speed criteria. Yes ____ No ____ N/A ____ 23. Is Super-elevation required? Yes ____ No ____ N/A ____ 24. Retaining Walls: a. Type, beginning and ending locations and wall elevations. Yes ____ No ____ N/A ____ b. Provide design if non-standard or modified. Yes ____ No ____ N/A ____ c. Drainage behind walls shown. Yes ____ No ____ N/A ____ 25. Driveway grades shown. 26. Driveway spacing meets Table II-7 Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ PAVING PROFILES AND GRADES – Plans shall include: 1. Profiles plotted showing ground at proposed property line. Yes ____ No ____ N/A ____ 2. Top of curb profiles must meet minimum and maximum grade requirements. Yes ____ No ____ N/A ____ 3. Driveway profile grades. Yes ____ No ____ N/A ____ 224 D-11 9/12/2023 5:35:18 PM 4. Vertical curves must be designed in accordance with Table II-5. Yes ____ No ____ N/A ____ 5. Contour grading plans for major intersections. Yes ____ No ____ N/A ____ 6. Spot top of curb elevations in plan view on proposed left turn lanes. Yes ____ No ____ N/A ____ 7. Check carefully for any place water might pond. Are inlets located at sag points or vertical curves? Yes ____ No ____ N/A ____ 8. Are grades, crossfall, slopes, etc., consistent with information shown on typical section? Yes ____ No ____ N/A ____ 9. Check ends of project for drainage. If gutters drain to ditches or field type inlets, are grades and profiles shown? Yes ____ No ____ N/A ____ 10. Minimum grades maintained to assure complete drainage. Yes ____ No ____ N/A ____ CLOSED CONDUIT STORM DRAINS – All storm drain plans shall include: 1. Plan and profile of all proposed storm drains. 2. Easements required (15’ minimum or 20’ over 36” pipe) Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 3. Station of laterals on trunk profile. Yes ____ No ____ N/A ____ 4. Plan view of each area showing a. Size of inlet. Yes ____ No ____ N/A ____ b. Lateral size.18” minimum; 24” at sag inlets Yes ____ No ____ N/A ____ c. Flow line. Yes ____ No ____ N/A ____ d. Paving station. Yes ____ No ____ N/A ____ e. Top of curb elevation. Yes ____ No ____ N/A ____ 5. Details of all non-standard items. Yes ____ No ____ N/A ____ 6. Curve data for storm drains. Yes ____ No ____ N/A ____ 7. Property lines and easements with dimensions. Yes ____ No ____ N/A ____ 8. Class III RCP unless otherwise noted. Yes ____ No ____ N/A ____ 9. Concrete cushion. Yes ____ No ____ N/A ____ 225 D-12 9/12/2023 5:35:18 PM 10. Plot hydraulic grade line (HGL). Yes ____ No ____ N/A ____ 11. Storm drain discharge at flow line of creek or channel and use rip-rap with computations. Show coincident water surface of outfall. Yes ____ No ____ N/A ____ 12. Headwalls and erosion control at outfall of storm drains. Yes ____ No ____ N/A ____ 13. Laterals connected at 60 degree angle. Yes ____ No ____ N/A ____ 14. Matching pipe centerline at connection. Yes ____ No ____ N/A ____ 15. 3600 psi in 28 days for structural concrete strength. Yes ____ No ____ N/A ____ 16. Existing and proposed utilities crossings in plan and profile. Yes ____ No ____ N/A ____ 17. On profile indicate: a. Grade. Yes ____ No ____ N/A ____ b. Flow line elevations every station. Yes ____ No ____ N/A ____ c. Existing and proposed ground line. Yes ____ No ____ N/A ____ d. Hydraulic grade line and data. e. Check Slug Flow for grades over 10%. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 18. Show sizes in plan and profile (main lines 24” minimum). Yes ____ No ____ N/A ____ 19. Show computations for existing system when connecting to existing storm drain. Yes ____ No ____ N/A ____ 20. Velocities and hydraulic gradients conform to Design Manual. Yes ____ No ____ N/A ____ 21. Inlets and conduits properly sized. Yes ____ No ____ N/A ____ 22. Junction Box at change of pipe size and tees. Yes ____ No ____ N/A ____ 23. Five hundred (500) feet maximum distance between manholes for pipe sizes under 36”. Yes ____ No ____ N/A ____ 24. A thousand (1000) feet maximum distance between manholes for pipe sizes for over 36”. Yes ____ No ____ N/A ____ 226 D-13 9/12/2023 5:35:18 PM 25. Storm drain inlet and outlet velocity calculations. Yes ____ No ____ N/A ____ CREEKS AND CHANNELS – Plans of creeks and channels shall include: 1. Stationing in plan and profile. Yes ____ No ____ N/A ____ 2. Profiles indicating: a. Existing flow line. Yes ____ No ____ N/A ____ b. High banks. Yes ____ No ____ N/A ____ c. Hydraulic profile and data. Yes ____ No ____ N/A ____ d. Rock line. Yes ____ No ____ N/A ____ 3. Hydraulic Computations. a. 100-year discharge Yes ____ No ____ N/A ____ b. Velocity Yes ____ No ____ N/A ____ c. Critical depth Yes ____ No ____ N/A ____ d. Manning’s “n” Yes ____ No ____ N/A ____ e. Design grade for improved channels Yes ____ No ____ N/A ____ f. Froude Number Yes ____ No ____ N/A ____ 4. Cross sections as relative to property line. Yes ____ No ____ N/A ____ 5. Erosion control; including staked mats for slopes greater than 5:1. Yes ____ No ____ N/A ____ 6. Compacted fill where fill required. Yes ____ No ____ N/A ____ 7. Design velocities not greater than original stream velocities or greater than stated in Design Manual. Yes ____ No ____ N/A ____ 8. Maximum side slope on earthen channels not greater than 4:1. Yes ____ No ____ N/A ___ BRIDGES – Plans of bridges shall include: 1. Lowest member of bridge 2 feet above design water surface elevation. Yes ____ No ____ N/A ____ 2. Soil Borings on plans. Yes ____ No ____ N/A ____ 227 D-14 9/12/2023 5:35:18 PM 3. Soils report. Yes ____ No ____ N/A ____ 4. Channel sections upstream and downstream. Yes ____ No ____ N/A ____ 5. Structural details and calculations with dead load deflection diagram. Yes ____ No ____ N/A ____ 6. Vertical and horizontal alignment. Yes ____ No ____ N/A ____ 7. Bridge cross section. Yes ____ No ____ N/A ____ 8. Hydraulic calculations on all sections. Yes ____ No ____ N/A ____ WATER – All water distribution and transmission facilities shall include: 1. Minimum 8” for main lines Yes ____ No ____ N/A ____ 2. DR 18 Class 150 PVC all water mains less than or equal to 12-inch diameter. Yes ____ No ____ N/A ____ 3. Loop water mains. Yes ____ No ____ N/A ____ 4. Valves on fire hydrant leads. Yes ____ No ____ N/A ____ 5. Valves on main lines between each fire hydrant. Yes ____ No ____ N/A ____ 6. Maximum distance between each fire hydrant. a. Residential – 500’ c-c on street. Yes ____ No ____ N/A ____ b. Apartments – 400’ c-c on street. Yes ____ No ____ N/A ____ c. Office, retail, commercial, industrial 300’ c-c on street. Yes ____ No ____ N/A ____ 7. Apartment or commercial buildings fire hydrant requirements: a. A minimum of 2 fire hydrants within 400 feet. b. Fire hydrant within 150 feet of entrance. c. Fire hydrant within 100 feet of a Fire Department connection. 8. All portions of building within 300’ radius of a fire hydrant in commercial. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 9. All portions of building within 400’ radius of a fire hydrant in apartment. Yes ____ No ____ N/A ____ 228 D-15 9/12/2023 5:35:18 PM 10. All portions of buildings within 500’ radius of a fire hydrant in residential and duplex. Yes ____ No ____ N/A ____ 11. Maximum length non-looped line serving a fire hydrant is 150 feet. 12. No more than 2 fire hydrants on an 8” main between intersecting lines. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 13. Lateral service (min. 1” poly tubing) from main line to two feet from back of curb at center of lot in residential subdivisions. Yes ____ No ____ N/A ____ 14. Water main extended to opposite property line or tied to existing main. Yes ____ No ____ N/A ____ 15. Profiles mains 12” and larger. Yes ____ No ____ N/A ____ 16. Consult master water plan. Yes ____ No ____ N/A ____ 17. Show location of water meters: 15. a. Domestic. Yes ____ No ____ N/A ____ b. Irrigation. Yes ____ No ____ N/A ____ c. Fire line. Yes ____ No ____ N/A ____ 18. Show size of water meters. Yes ____ No ____ N/A ____ 19. Note minimum pipe covers (attach water and sewer standard notes). Yes ____ No ____ N/A ____ 20. Dedicate water line easements up to and including fire hydrants and water meters for lines off ROW (minimum 15’ for water, minimum 25’ for water and wastewater, or 10’ x 10’ for fire hydrant and water meter). Yes ____ No ____ N/A ____ WASTEWATER – All wastewater plans shall include: 1. 8” minimum, PVC SDR-35 (unless 6-inch approved by City Engineer). 2. Pipes over 14’ deep , PVC SDR-26. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 3. Manhole at end of all lines. Yes ____ No ____ N/A ____ 229 D-16 9/12/2023 5:35:18 PM 4. Manholes at change of pipe size and tees. 5. Manhole sizes: a. 6” to 8” Pipe – 4’ diameter b. 12” to 24” Pipe – 5’ diameter c. >24” Pipe – 6’ diameter d. Any manhole over 8’ depth is minimum of 5’ diameter. Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 6. 500’ maximum distance between manholes. Yes ____ No ____ N/A ____ 7. Minimum slopes: a. 6” – 0.50%. Yes ____ No ____ N/A ____ b. 8” – 0.33%. Yes ____ No ____ N/A ____ c. 10” – 0.25%. Yes ____ No ____ N/A ____ d. 12” – 0.20%. Yes ____ No ____ N/A ____ e. 15” – 0.14%. Yes ____ No ____ N/A ____ f. 18” – 0.12% . g. 21” – 0.10% Yes ____ No ____ N/A ____ Yes ____ No ____ N/A ____ 8. Maximum slope such that velocity is less than 10 fps. Refer to TCEQ requirements if velocity is greater than 10 fps. Yes ____ No ____ N/A ____ 9. Sewer laterals 10’ downstream from water service or to center of lot. Yes ____ No ____ N/A ____ 10. Minimum lateral size: a. Residential, 4”. Yes ____ No ____ N/A ____ b. Apartment, retail or commercial – 6”. Yes ____ No ____ N/A ____ c. Manufacturing or industrial – 8”. Yes ____ No ____ N/A ____ 11. Profile all sewer lines except laterals. Yes ____ No ____ N/A ____ 12. Show other utility lines crossing wastewater lines. Yes ____ No ____ N/A ____ 13. Label lines to correspond to profile. Yes ____ No ____ N/A ____ 230 D-17 9/12/2023 5:35:18 PM 14. Concrete encasement at creek crossing. Yes ____ No ____ N/A ____ 15. Provide stubouts to adjacent property. Yes ____ No ____ N/A ____ 16. Note benchmark on all sheets. Yes ____ No ____ N/A ____ 17. 15’ utility easement provided for lines up to 12” not in ROW (25’ minimum if water and wastewater in the same easement). Yes ____ No ____ N/A ____ UTILITIES – All plans shall show the following: 1. Existing and proposed facilities shown in plan and profiles views. Yes ____ No ____ N/A ____ 2. Underground facilities close to or in conflict with proposed construction located by actual ties and elevations. Yes ____ No ____ N/A ____ 3. Caution notes shown when construction operations come close to existing utilities. Telephone number of utility contact shall be shown. Yes ____ No ____ N/A ____ EROSION CONTROL – All plans shall show the following: 1. Existing and Proposed Grading Yes ____ No ____ N/A ____ 2. Existing and Proposed Drainage Features Yes ____ No ____ N/A ____ 3. Erosion features including temporary construction entrance, silt fence, inlet protection, rock berms, seeding, etc. Yes ____ No ____ N/A ____ 4. Erosion control standard details Yes ____ No ____ N/A ____ 5. Staked mats on all side slopes 5:1 or greater Yes ____ No ____ N/A ____ PAVEMENT MARKINGS AND SIGNAGE 1. Pavement Markings and Signage Plan in accordance with MUTCD. Yes ____ No ____ N/A ____ 2. Pavement Markings Standard Details. Yes ____ No ____ N/A ____ LANDSCAPE AND IRRIGATION PLANS 1. Landscape Plan showing rights-of-way and proposed back of curbs, sidewalk, existing; and proposed utilities and other features pertinent to the plan. Yes ____ No ____ N/A ____ 231 D-18 9/12/2023 5:35:18 PM 2. Planting details. Yes ____ No ____ N/A ____ 3. Irrigation Plans including metering, back flow prevention, and provision for electrical service and controllers. Yes ____ No ____ N/A ____ 4. Irrigation details. Yes ____ No ____ N/A ____ 5. Provide well water irrigation license agreement Yes ____ No ____ N/A ____ STREET LIGHTING 1. Lighting and Conduit Layout Plan Yes ____ No ____ N/A ____ 2. Lighting Standard Details Yes ____ No ____ N/A ____ 3. Photometric Study Yes ____ No ____ N/A ____ 4. License for private street lights within ROW Yes ____ No ____ N/A ____ RETAINING WALL 1. Signed and sealed by a professional structural engineer Yes ____ No ____ N/A ____ 2. License for walls within easement or ROW Yes ____ No ____ N/A ____ 232 Appendix “E” 233 234 E-1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL APPENDIX “E” INLET DESIGN Two types of inlets are approved for use: a recessed curb inlet for streets and a Y-inlet for open areas or channels. Recessed curb inlets shall be 5-, 10-, 15-, or 20-feet in length. No more than 20 linear feet - of inlets shall be placed along one gutter at any given location. At sags, at least one curb inlet shall be a minimum of 10 feet in length. Computations for flow in to inlets shall be shown on the construction plans. Inlets shall be placed at intersecting property lines when possible. 7.1 Flow In To Inlets on Grade Flow from triangular street gutters in to curb inlets on grade shall be computed with the following formulas. Figure 7.1A Triangular Gutter Section A. Compute depth of flow and ponded width (T) in the gutter section at the inlet. 1. The ponded width can be determined by: T = or T = 0.375 where: T = ponded width (ft or m) KU = 0.56 (0.376 for metric) 0.375 2. d = z QnSx S0.5 d SX Qn KUSX1.67SL0.5 235 E-2 9/12/2023 5:35:18 PM where: d = depth of water in the curb and gutter cross section (ft or m) Q = gutter flow rate (cfs or m3/s) n = Manning’s roughness coefficient (0.016) SL = longitudinal slope (ft/ft or m/m) SX = pavement cross slope (ft/ft or m/m) z = 1.24 for English units (1.443 for metric) 3. Determine the ratio of the width of flow in the depressed section (W) to the width of total gutter flow (T) by: EO = where: EO = ratio of depressed flow of total flow KW = conveyance of the depressed gutter section (cfs or m3/s) KO = conveyance of the gutter section beyond the depression (cfs or m3/s) The conveyance of a cross section can be computed by: K = where: z = 1.486 for English units (1.0 metric) A = area of cross section (ft2 or m2) n = Manning’s roughness coefficient (0.016) P = wetted perimeter (ft or m) 4. Determine the area of the cross section in the depressed gutter section by: AW = WSX ( T – W/2 ) + ½aW where: AW = area of depressed gutter section (ft2 or m2) W = depression width for an on-grade curb inlet (ft or m) SX = cross slope (ft/ft or m/m) T = calculated ponded width (ft or m) a = curb opening depression (ft or m) 5. Determine the wetted perimeter in the depressed gutter section by: PW = (WSX + a)2 + W2 where: PW = wetted perimeter of depressed gutter section (ft2 or m2) W = depression width for an on-grade curb inlet (ft or m) SX = cross slope (ft/ft or m/m) a = curb opening depression (ft or m) zA2/3 nP2/3 KW KW + KO 236 E-3 9/12/2023 5:35:18 PM 6. Determine the area of cross section of the gutter section beyond the depression by: AO = SX (T – W)2 2 where: AO = area of gutter/road section beyond the depression width (ft2 or m2) SX = cross slope (ft/ft or m/m) W = depression width for an on-grade curb inlet (ft or m) T = calculated ponded width (ft or m) 7. Determine the wetted perimeter of the gutter section beyond the depression by: PO = T – W Where: PO = wetted perimeter of the depressed gutter section (ft or m) T = calculated ponded width (ft or m) W = depression width for an on-grade curb inlet (ft or m) B. Flow from gutter sections to recessed curb inlets on grade shall be computed with the following formulas: EO = 1 / 1 + 1 + - 1 QW = Q - QS QS = SX 1.67 SL 0.5 T 2.67 Q = where: KU = 0.53 (0.376 for metric) n = Manning’s roughness coefficient (0.016) SL = longitudinal slope (ft/ft or m/m) SX = pavement cross slope (ft/ft or m/m) QW = flow rate in the depressed section of the gutter, m3/s (ft3/s) Q = gutter flow rate, m3/s (ft3/s) QS = flow capacity of the gutter section above the depressed section, m3/s (ft3/s) EO = ratio of flow in a chosen width (usually the width of a grate) to total gutter flow QW/Q) SW / SX 2.67 T W - 1 SW / SX KU n QS 1 - EO 237 E-4 9/12/2023 5:35:18 PM SW = SX + a/W C. Flow from parabolic gutter sections to curb inlets on grade shall be computed with the following formulas: A parabolic cross section can be described by the equation: y = ax – bx2 where: a = 2H/B b = H/B2 H = crown height B = street half width The relationships between a, b, crown height, H, and street half width, B, are shown in Figure 7.1A. Figure 7.1A Properties of a Parabolic Curve To determine depth of flow in a gutter in a parabolic street, first determine conveyance (K). K = Q/S1/2 where: Q = single gutter discharge (cfs) S = gutter slope (ft/ft) Depth of flow in a gutter (y) shall be determined by the following formula: y = mKp m and p are coefficients that vary depending on street width and crown height. Table 6.1C provides coefficients for calculating depth in parabolic streets. 238 E-5 9/12/2023 5:35:18 PM Table 7.1A Conveyance Coefficients Street Width m p H (ft) Conveyance (K) for y = crown height Conveyance (K) for y = 0.5 ft. (full depth 27 feet 0.1005 0.3692 0.42 44.1 96.2 31 feet 0.0952 0.3692 0.42 51.0 111.0 37 feet 0.0954 0.3693 0.5 83.0 83.0 45 feet 0.0884 0.3696 0.5 103.0 103.0 Note: Values of K are for a single gutter. Spread of water can be calculated according to the following formula: Spread of Water (T) = B – ((H-y)/b)0.5 where: H, B, & y are all in feet D. Determine the equivalent cross slope (SE) for a depressed curb opening inlet by: SE = SX + EO where: SE = equivalent cross slope (ft/ft or m/m) SX = cross slope of road (ft/ft or m/m) a = gutter depression (ft or m) W = gutter depression width (ft or m) EO = ration of depressed flow to total flow E. Calculate the length of curb inlet required for total interception by: 0.6 LR = zQ0.42 S0.3 where: LR = length of curb inlet required (ft or m) z = 0.6 for English units (0.82 metric) Q = flow rate in gutter (cfs or m3/s) S = longitudinal slope (ft/ft or m/m) n = Manning’s roughness coefficient SE = equivalent cross slope (ft/ft or m/m) If no carryover is allowed, the inlet length is assigned a dimension of at least Lr. Use a nominal length available for standard curb opening inlets. If carryover is considered, round the curb opening inlet length down to the next available standard curb opening length and compute the carryover flow. a W 1 nSE 239 E-6 9/12/2023 5:35:18 PM F. Determine carryover flow by: QCO = Q 1.8 where: QCO = carryover flow (cfs or m3/s) Q = total flow in gutter (cfs or m3/s) LA = design length of proposed the curb opening inlet required to intercept the total flow (ft or m) Carryover rates usually should not exceed about 0.5 cfs (0.03 m3/s) or about 30 percent (30%) of the total flow in gutter. Greater rates can be troublesome and cause a significant departure from the principles of the Rational Method Application. In all cases, you must accommodate any carryover rate at some other specified point in the storm drain system. G. Calculate the intercepted flow as the original discharge in the approach curb and gutter minus the amount of carryover flow. QI = Q – QCO where: QI = intercepted flow (cfs or m3/s) Q = total flow in gutter (cfs or m3/s) QCO = carryover flow (cfs or m3/s) H. If the curb opening inlet is not depressed and recessed, the intercepted flow shall be reduced by 20 percent (20%), and the carry overflow shall be increased by the same amount. 7.2 Curb Inlets at Sags The flow into a curb inlet in sag can be estimated as 1.67 cfs/ft. provided the flow is confined to the street right-of-way for the 100-year flood. The weir and orifice equations provided in Item 7.3 “Y-Inlets” assuming no cloggage, should be used to confirm flows are confined to the available right-of-way in the sag. 7.3 Y-Inlets Flow into Y inlets shall be calculated using either the weir flow formula for an unsubmerged inlet or the orifice flow formula for a submerged inlet. First, weir flow will be considered. Weir flow occurs when an inlet is unsubmerged, which occurs at depths of flow, d, less than 0.70 feet above the inlet invert for Y inlets. Beginning with the general weir flow equation, we have the following: Q = Cd L d 1.5 where: Q = Flow, cfs; Cd = Discharge coefficient; L = Length of notch crest perpendicular to the flow, ft; and d = Head measured above weir crest, ft. LA LR 1- 240 E-7 9/12/2023 5:35:18 PM The weir flow equation can now be applied to Y inlets to obtain the following: For d < 0.70’: QI = 2.25 L d 1.5 where: QI = Flow in to inlet, cfs; 2.25 = Weir coefficient adjusted for 25% clogged inlet throat; L = Length of throat opening, ft; and d = Depth of flow at inlet throat, ft. When the depth of flow above the inlet invert, d, rises to 0.70 feet or higher, the inlet opening becomes submerged, causing orifice flow to govern the head-discharge relationship. The general orifice flow equation is as follows: QI = CdA0(2gHW)0.5 where: QI = Flow in to inlet, cfs; Cd = Discharge coefficient; A0 = Area of inlet opening, ft2; g = Gravity acceleration constant, 32.2 ft/s2; and HW = Headwater above centerline of inlet opening height, ft. Rewriting headwater, HW, as the depth of flow above the inlet opening height centerline, which is 0.25 feet for an opening height of 0.5 feet, we have QI = CdA0((2g)(d-0.25))0.5 where: d = Depth of flow above inlet invert, ft. Substituting the area of inlet opening, A0, as the length of inlet opening, L, measured in feet, multiplied by the height of inlet opening, 0.5 feet, we have QI = Cd(0.5L)((2g)(d-0.25))0.5 By substituting 32.2 ft/s2 for g, obtaining a Cd of 0.60 from an orifice discharge coefficient table, and assuming that 25% of the inlet throat is clogged, leaving only 75% of the inlet throat open to flow, we have QI = (0.60)(0.75)(0.5L)((2)(32.2)(d-0.25))0.5 Finally, simplifying produces the following orifice flow equation for Y inlets: For d 0.70’: QI = 1.8 L (d – 0.25) 0.5 where: 1.8 = Constant for English units to account for orifice coefficient adjusted for 25% clogged inlet throat. 241 E-8 9/12/2023 5:35:18 PM 7.4 Grate Inlets The use of grate inlets shall require written approval from the City Engineer. Grate inlets generally loose capacity with increase in grade, but to a lesser degree than curb opening inlets. The principal advantage of grate inlets is they are installed along the roadway where the water is flowing. The disadvantage is that they may be clogged by floating trash or debris. For safety reasons, preference should be given to grate inlets where out-of control vehicles might be involved. Additionally, where bicycle traffic occurs, grates should be bicycle safe. Grate inlets shall only be used with the approval of the City Engineer for thoroughfare construction. Private systems may construct grate inlets as outlined in this manual. The allowable types of grates for use in the City depend on the inlet condition. For inlets in sag condition parallel bar grates are required Figures 7.4 A-B. For inlets on grade curved vane grates Figure 7.4 C are preferred, however 85 tilt bar grates (30 or 45 degree) are allowed as well Figure 7.4 D-E. 242 E-9 9/12/2023 5:35:18 PM Figure 7.4A - P-50 and P-50x100 Grate (P-50 is the grate without 3/8” transverse rods) 243 E-10 9/12/2023 5:35:18 PM Figure 7.4B - P-30 Grate 244 E-11 9/12/2023 5:35:18 PM Figure 7.4C - Curved Vane Grate 245 E-12 9/12/2023 5:35:18 PM Figure 7.4D - 45˚ - 85 (3.25”) Tilt-Bar Grate 246 E-13 9/12/2023 5:35:18 PM Figure 7.4E - 30˚ - 85(3.25”) Tilt-Bar Grate Grate Inlets on Grade The capacity and efficiency of grate inlets increase with increased slop and velocity if splash-over does not occur. This is because frontal flow increases with increased velocity, and all frontal flow will be intercepted if splash-over does not occur. Design charts for inlets on grade and procedures for using the charts are presented for the various inlet configurations. For locally depressed inlets the quantity of flow reaching the inlet would be dependent on the upstream gutter section geometry and not the depressed section geometry. 247 E-14 9/12/2023 5:35:18 PM When the velocity approaching the grate is less than the ‘splash-over’ velocity, the grate will intercept essentially all of the frontal flow. Conversely, when the gutter flow velocity exceeds the ‘splash-over’ velocity for the grate, only a part of the flow will be intercepted. A part of the flow along the side of the grate will be intercepted, dependent on the cross slope of the pavement, the length of the grate, and flow velocity. The ration of frontal flow to total gutter flow, EO for a uniform cross slope is expressed by the equation: EO = QW/Q = 1 – (1- W/T)2.67 where: Q is the total gutter flow (ft3/s) QW is the flow in width W (ft3/s) W is the width of depressed gutter or grate (ft) T is the total spread of water (ft) Chart 2B in Appendix F provides solutions of EO for either uniform cross slopes or composite gutter sections. The ration of side flow, QS, to total gutter flow QS/Q = 1 – QW/Q = 1- EO The ration of frontal flow intercepted to total frontal flow, Rf, is expressed by: Rf = 1 – Ku(V-VO) where: Ku is 0.09 V is the velocity of flow in the gutter (ft3/s) VO is the gutter velocity where plash-over first occurs, (ft3/s) (Note: Rf cannot exceed 1.0) This ratio is equivalent to frontal flow interception efficiency. Chart 5B in Appendix F provides a solution for the equation above which takes into account grate length, bar configuration, and gutter velocity at which splash-over occurs. The average gutter velocity (total gutter flow divided by the area of flow) is needed to use Chart 5B in Appendix F. This velocity can also be obtained from Chart 4B in Appendix F. The ratio of side flow intercepted to total side flow, ES, or side flow interception efficiency, is expressed in the equation below. Chart 6B in Appendix F provides a solution to the equation: ES = 1/(1 + KuV1.6/SXL2.3) where: KU is 0.15 for English Units 248 E-15 9/12/2023 5:35:18 PM A deficiency in developing the empirical equations and charts from experimental data is evident in Chart 6B in Appendix F. The fact that a grate will intercept all or almost all of the side flow where the velocity is low and the spread only slightly exceeds the grate width is not reflected in the chart. Error due to this deficiency is very small. Where velocities are high, side flow interception may be neglected without significant error. The efficiency, E, of a grate is expressed as: E = RfEO + RS(1 – EO) The first term is the ration of intercepted frontal flow to total gutter flow, and the second is the ration of intercepted side flow to total side flow. It is important to recognize that the frontal flow to total gutter flow ration, EO, for composite gutter sections assumes by definition a frontal flow width equal to the depressed gutter section width. The use of this ration when determining a grate’s efficiency requires that the grate width be equal to the width of the depressed gutter section, W. If a grate having a width less than W is specified, the gutter flow ratio, EO must be modified to accurately evaluate the grate’s efficiency. Because an average velocity has been assumed for the entire width of gutter flow, the grate’s frontal flow ration EO can be calculated by multiplying EO by a flow area ratio. The area ratio is defined as the gutter flow area in a width equal to the grate width divided by the total flow area in the depressed gutter section. This adjustment is represented in the following equations: E’O = EO(A’W/AW) where: E’O is the adjusted frontal flow area ratio for grates in composite cross sections A’W is the gutter flow area in a width equal to the grate width (ft2) AW is the flow area in depressed gutter width (ft2) The interception capacity of a grate inlet on grade is equal to the efficiency of the grate multiplied by the total gutter flow as represented below: (Note E’O should be used in place of EO) Qi = EQ = Q[RfEO + RS(1-EO)] Grate Inlets in Sag Grate inlets in sag vertical curves operate as weirs for shallow ponding depths and as orifices at greater depths. Between weir and orifice flow depths, a transition from weir to orifice flow occurs. The perimeter and clear opening area of the grate and the depth of water at the curb affect inlet capacity. The capacity at a given depth can be severely affected if debris collects on the grate and reduces the effective perimeter or clear opening area. Grates of larger dimension will operate as weirs to greater depths than smaller grates. 249 E-16 9/12/2023 5:35:18 PM The capacity of grate inlets operating as weirs is: Qi = CWPd1.5 where: P is the perimeter of the grate in ft disregarding the side against the curb CW is 3.0 for English Units d is the average depth across the grate: d=0.5(d1 + d2) Figure 7.4F - Average Depth Across Grate The capacity of a grate inlet operating as an orifice is: Qi = Co Ag(2gd)0.5 where: Co is the orifice coefficient = 0.67 Ag is the clear opening area of the grate (ft2) g = 32.16 (ft/s2) This equation requires the clear opening area of the grate. Chart 9B in Appendix F is a plot of the equations above for various grate sizes. The effects of grate size on the depth at which a grate operates as an orifice is apparent from the chart. Transition from weir to orifice flow results in interception capacity less than that computed by either the weir to the orifice equation. This capacity can be approximated by drawing in a curve between the lines representing the perimeter and net area of the grate to be used. Some assumptions must be made regarding the nature of clogging in order to compute the capacity of a partly clogged grate. For grate inlet is sag conditions calculations should be performed with the assumed that 50 percent (50%) of the grate open area is clogged, and the perimeter of the grate (disregarding side adjacent to the curb) shall be reduced by 25 percent (25%). Flow in to all other inlets shall be computed per the procedures specified in HEC- 22 Urban Drainage Design Manual (FHWA, 2001). Copies of this manual are available free of change on the Internet under publications at http://www.fhwa.dot.gov/. 250 E-17 9/12/2023 5:35:18 PM 7.5 Non-Recessed Curb Inlets The use of non-recessed curb inlets shall require special approval from the City Engineer. They shall only be allowed to avoid conflicts with existing utilities. Their design shall be computed per the procedures specified in HEC-22 Urban Drainage Design Manual (FHWA, 2001). Copies of this manual are available free of change on the Internet under publications at http://www.fhwa.dot.gov/ 251 Appendix “F” 252 253 F-1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL APPENDIX “F” DESIGN CHARTS FOR GRATE INLETS 254 F-2 9/12/2023 5:35:18 PM 255 F-3 9/12/2023 5:35:18 PM 256 F-4 9/12/2023 5:35:18 PM 257 F-5 9/12/2023 5:35:18 PM 258 F-6 9/12/2023 5:35:18 PM 259 Appendix “G” 260 261 G-1 9/12/2023 5:35:18 PM CITY OF THE COLONY ENGINEERING DESIGN MANUAL APPENDIX “G” DESIGN CHARTS FOR CULVERTS 262 G-2 9/12/2023 5:35:18 PM 263 G-3 9/12/2023 5:35:18 PM 264 G-4 9/12/2023 5:35:18 PM 265 G-5 9/12/2023 5:35:18 PM 266 G-6 9/12/2023 5:35:18 PM 267 G-7 9/12/2023 5:35:18 PM 268 G-8 9/12/2023 5:35:18 PM 269 27 0 27 1 27 2 27 3 27 4 27 5 27 6 27 7 27 8 27 9 28 0 28 1 28 2 28 3 28 4 28 5 28 6 ≥ 28 7 28 8 28 9 29 0 29 1 29 2 29 3 29 4 29 5 29 6 29 7 ” 29 8 29 9 30 0 A A ‚ 30 1 STOP Streetname 1000 RD 30 2 30 3 30 4 30 5 30 6 30 7 30 8 30 9 31 0 31 1 1/2 31 2 31 3 31 4 31 5 31 6 31 7 31 8 31 9 32 0 32 1 32 2 32 3 32 4 32 5 32 6 32 7 32 8 32 9 33 0 33 1 33 2 33 3 Financial Summary: Are budgeted funds available:  Yes  No Amount budgeted/available: $50,000.00 Fund(s) (Name and number): 895-669-6213 Project # 2264 Source of Funds: Annual Budget for Engineering FY 2022-2023 Total estimated project cost: Engineering: $ 34,695.00 Engineering Already authorized  Yes No $ 34,695.00 Total estimated costs 334 TM 17532.76.000 Page 1 THE CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 - ________ AN ORDINANCE OF THE CITY OF THE COLONY, TEXAS, AMENDING CHAPTER 6, ARTICLE V, SECTION 6-121 BY ADOPTING AN UPDATED ENGINEERING DESIGN MANUAL, AND STANDARD CONSTRUCTION DETAILS DATED SEPTEMBER 2023, TO REGULATE AND GOVERN PAVING, LANDSCAPING IN PUBLIC RIGHTS-OF-WAY, DRAINAGE, AND WATER AND WASTEWATER LINES; PROVIDING A SEVERABILITY CLAUSE; PROVIDING A SAVINGS CLAUSE; PROVIDING A PENALTY OF A FINE NOT TO EXCEED TWO THOUSAND DOLLARS ($2,000.00) FOR EACH AND EVERY OFFENSE; AND PROVIDING AN EFFECTIVE DATE. WHEREAS,the City desires to govern and regulate the construction of public infrastructure including, but not limited to, paving, landscaping in public rights-of-way, drainage, and water and wastewater lines within the City; and WHEREAS,the City adopted an Engineering Design Manual in 1986, which is codified as Chapter 6, Article V, Section 6.121; and WHEREAS, the regulations contained in the Engineering Design Manual adopted in 1986 required updates and additional regulations to be incorporated into the same; and WHEREAS, the City has created a new Engineering Design Manual to provide for these regulations and easy references to other regulations, codes, ordinances, and resolution of the City governing the same in one location; and WHEREAS,after review and consideration the City Council has determined that the Engineering Design Manual, dated May 2007, should be adopted to provide for the regulations governing the construction of such public infrastructure. NOW THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1.That the Code of Ordinances of the City of The Colony, Texas, be and the same is, hereby amended by amending Chapter 6, Article VI, by updating Section 6-121 to provide for the adoption of the new Engineering Design Manual, dated September 2023, which shall read as follows: 335 TM 17532.76.000 Page 2 “ARTICLE VI. CONSTRUCTION OF PUBLIC WORKS Sec. 6-121.Engineering Design Manual adopted The Engineering Design Manual, dated September 2023, is hereby adopted by reference. A complete copy of the manual being marked and designated as the Engineering Design Manual, dated September 2023, shall be kept on file in the Office of the City Secretary. Unless deleted, amended, expanded or otherwise changed herein, all provisions of such manual shall be fully applicable and binding. . . . . .” SECTION 2.If any section, article paragraph, sentence, clause, phrase or word in this ordinance, or application thereto any persons or circumstances is held invalid or unconstitutional by a Court of competent jurisdiction, such holding shall not affect the validity of the remaining portions of this ordinance; and the City Council hereby declares it would have passed such remaining portions of this Ordinance despite such invalidity, which remaining portions shall remain in full force and effect. SECTION 3.That all provisions of the Ordinances of the City of The Colony, Texas, in conflict with the provisions of this ordinance be, and the same are hereby amended, repealed, and all other provisions of the Ordinances of the City not in conflict with the provisions of this ordinance shall remain in full force and effect. SECTION 4.Any person, firm, or corporation violating any of the provisions of this ordinance shall be deemed guilty of a misdemeanor and, upon conviction in the municipal court of the City of The Colony, Texas, shall be punished by a fine not to exceed the sum of Two Thousand Dollars ($2,000.00) for each offense. Every day a violation occurs shall constitute a separate offense. SECTION 5. That nothing in this ordinance or in the Engineering Design Manual hereby adopted shall be construed to affect any suit or proceeding impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or existing, under any act or ordinance hereby repealed as cited in this ordinance; nor shall any just or legal right or remedy of any character be lost, impaired or affected by this ordinance. SECTION 6. That the City Secretary is hereby ordered and directed to cause this ordinance to be published. SECTION 7. That this Ordinance and the rules, regulations, provisions, requirements, orders and matters established and adopted hereby shall take effect and be in full force and effect from and after its date of its final passage and adoption in accordance with law. 336 TM 17532.76.000 Page 3 PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS THIS 19TH DAY OF SEPTEMBER 2023. Richard Boyer, Mayor City of The Colony, Texas ATTEST: Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeffrey L. Moore, City Attorney 337 Agenda Item No:5.1 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Isaac Williams Submitting Department: Planning Item Type: Ordinance Agenda Section: Subject: Conduct a public hearing, discuss and consider an ordinance regarding amendments to Planned Development 16 (PD-16) Ordinance No. 99-1129 (and as amended) by establishing the conceptual development Standards for an approximately 88,000 square-foot Indoor/Outdoor Amusement Facility on Lot 7B, Block A within Tract B of The Colony Center Addition. The subject area contains approximately 6.59 acres and is located west of the northwest intersection of South Colony Boulevard and State Highway 121 within the Planned Development 16 (PD-16) District and the Gateway Overlay District. (Williams) Suggested Action: Please see the attached staff report, drawings, maps and illustrations for detailed land use, site layout and staff recommendations Attachments: URWLD PD AMENDMENT Exhibits.pdf Ord. 2023-xxxx URWLD PD AMENDMENT SP23-0003 CC Staff Report URWLD-Planned Development.doc PDA23-0003 - URWLD Locator Map.pdf 338 339 340 341 342 343 344 345 346 347 348 349 350 351 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 - ________________ AMENDMENT TO PD-16 PLANNED DEVELOPMENT DISTRICT AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, AMENDING THE COMPREHENSIVE ZONING ORDINANCE AND MAP OF THE CITY OF THE COLONY, TEXAS, AS HERETOFORE AMENDED, BY REVISING DEVELOPMENT STANDARDS ON AN APPROXIMATELY 6.5907 ACRE TRACT OF LAND WITHIN PLANNED DEVELOPMENT NO. 16 (PD-16), BEING MORE PARTICULARLY DESCRIBED IN EXHIBIT “A” AND DEPICTED IN EXHIBIT “B”, WHICH ARE ATTACHED HERETO AND INCORPORATED HEREIN, BY REVISING THE DEVELOPMENT STANDARDS AS DESCRIBED IN EXHIBIT “D”, PROVIDING A REPEALING CLAUSE; PROVIDING A SEVERABILITY CLAUSE; PROVIDING A SAVINGS CLAUSE; PROVIDING A PENALTY OF A FINE NOT TO EXCEED THE SUM OF TWO THOUSAND DOLLARS ($2,000.00) FOR EACH OFFENSE; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, the City Council for the City of The Colony, Texas (“City Council”) approved the Planned Development zoning for PD-16 on or about July 26, 1999; and WHEREAS,the applicant has made a request for approval of an amendment to the development plan which includes deviating from the City’s standards on certain development regulations; and WHEREAS,after discussions and consideration, the City Council has determined that the Revised Development Standards for PD-16, which is attached hereto and incorporated herein by reference, should be approved; and WHEREAS,Section 211.006(a) of the Texas Local Government Code requires the City of The Colony, Texas, to publish notice of a public hearing concerning a zoning amendment before the 15th day before the date of the public hearing; and WHEREAS,the City Planning and Zoning Commission and the City Council of the City of The Colony, Texas, in compliance with the laws of the State of Texas, and pursuant to the Comprehensive Zoning Ordinances of the City of The Colony, Texas, have given requisite notices by publication and otherwise, and after holding due hearings and affording a full and fair hearing to all property owners generally, and to all persons interested and situated in the affected area and finds that these text amendments in the form of Revised Development Standards related to the allowable use and design requirements code in certain areas of PD-16 should be approved, and in the exercise of legislative discretion has conclude that the Comprehensive Zoning Ordinance and Map should be amended. 352 NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1.That the Comprehensive Zoning Ordinance and Map of the City of the Colony, Texas, duly passed by the governing body of the City of The Colony, Texas, as heretofore amended, be and the same is hereby amended to grant a change in the allowable use and design requirements,a copy of which is attached hereto as Exhibit D, for an approximately 6.5907 acre tract or tracts of land within Planned Development No. 16 (PD-16), being more particularly described in Exhibit A, and depicted in Exhibit B, copies of which are attached hereto and incorporated herein for all purposes. SECTION 2.That this Planned Development shall be developed and used only in accordance with the Comprehensive Zoning Ordinance and Ordinance No. 99-1129, PD-16, as amended, and as amended herein by Exhibit D, which is attached hereto and incorporated herein for all purposes, for said 6.5907 acre tract or tracts of land within Planned Development No. 16 (PD-16) SECTION 3.That should any sentence, paragraph, subdivision, clause, phrase, or section of this Ordinance be adjudged or held to be unconstitutional, illegal or invalid, the same shall not affect the validity of this Ordinance as a whole, or any part or provision thereof other than the part so decided to be unconstitutional, illegal or invalid, and shall not affect the validity of the Comprehensive Zoning Ordinance as a whole. SECTION 4.That the Comprehensive Zoning Ordinance of the City of The Colony, Texas, as amended, and Ordinance No. 99-1129, as amended shall remain in full force and effect, save and except as amended by this Ordinance. SECTION 5.That any persons, firm or corporation violating any of the provisions or terms of this Ordinance shall be subject to the same penalty as provided for in the Comprehensive Zoning Ordinance of the City of The Colony, Texas, as heretofore amended, and upon conviction shall be punished by a fine not to exceed the sum of Two Thousand Dollars ($2,000.00) for each offense; and each and every day such violation shall continue shall be deemed to constitute a separate offense. SECTION 6.That this Ordinance shall take effect immediately from and after its passage and the publication of its caption, as the law and charter in such cases provide. 353 PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, THIS _______ DAY OF _____________, 2023 APPROVED: _____________________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeff Moore, City Attorney 354 EXHIBIT “A” LEGAL DESCRIPTION BEING ALL THAT CERTAIN LOT, TRACT OR PARCEL OF LAND COMPRISING 6.5907 ACRES OF LAND SITUATED IN THE B.B.B. & C.R.R. SURVEY, ABSTRACT NO. 174, CITY OF THE COLONY, DENTON COUNTY, TEXAS AND BEING PART OF LOT 7B, BLOCK A, OF COLONY CENTER ADDITION, AN ADDITION TO THE CITY OF THE COLONY AS RECORDED DOCUMENT NO. 2019-68 OF THE PLAT RECORDS OF DENTON COUNTY, TEXAS, AND ALSO BEING A PART OF THE 47.651 ACRE TRACT CONVEYED TO COLONY 5 PARTNERS, LLC, A DELAWARE LIMITED LIABILITY COMPANY BY DEED AS RECORDED IN DOCUMENT NUMBER 2012-140998 OF THE DEED RECORDS OF DENTON COUNTY, TEXAS, AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A 5/8 INCH IRON ROD FOUND FOR THE SOUTHEAST CORNER OF LOT 4, BLOCK A, OF COLONY CENTER ADDITION, AN ADDITION TO THE CITY OF THE COLONY AS RECORDED INSTRUMENT NO. 2015-335 OF THE PLAT RECORDS OF DENTON COUNTY, TEXAS, AND BEING A POINT ON THE NORTHWESTERLY RIGHT-OF-WAY LINE OF STATE HIGHWAY NO. 121 (VARIABLE WIDTH RIGHT-0F- WAY), AND ALSO BEING A SOUTHWESTERLY CORNER OF AFORESAID LOT 7B; THENCE NORTH 29° 15' 33" WEST, DEPARTING SAID STATE HIGHWAY NO. 121, AND FOLLOWING ALONG THE COMMON LINE OF SAID LOT 4 AND SAID LOT 7B FOR A DISTANCE OF 260.50 FEET TO A POINT FOR CORNER; THENCE SOUTH 60° 44' 27" WEST FOR A DISTANCE OF 197.26 FEET TO A POINT FOR CORNER; THENCE NORTH 29° 15' 33" WEST FOR A DISTANCE OF 370.01 FEET TO THE BEGINNING OF A NON-TANGENTIAL CURVE, SAID CURVE TURNING TO THE LEFT HAVING A RADIUS OF 250.00 FEET, A CENTRAL ANGLE OF 4° 36' 55", AND WHOSE CHORD BEARS NORTH 54° 48' 02" EAST FOR A DISTANCE OF 20.13 FEET; THENCE NORTHEASTERLY ALONG SAID CURVE TO THE LEFT FOR AN ARC DISTANCE OF 20.14 FEET TO A POINT FOR CORNER; THENCE NORTH 29° 15' 33" WEST FOR A DISTANCE OF 368.20 FEET TO A POINT FOR CORNER ON THE NORTHWEST LINE OF AFORESAID LOT 7B, AND ALSO BEING ON THE SOUTHEAST LINE OF AFORESAID 47.651 ACRE TRACT CONVEYED TO COLONY 5 PARTNERS, LLC; THENCE NORTH 60° 44' 27" EAST AND ALONG LINE OF SAID LOT 7B FOR A DISTANCE OF 29.76 FEET TO A 5/8 INCH IRON ROD SET FOR CORNER; 355 THENCE NORTH 29° 15' 33" WEST FOR A DISTANCE OF 50.00 FEET TO A POINT FOR CORNER; THENCE NORTH 60° 44' 27" EAST FOR A DISTANCE OF 428.27 FEET TO A POINT ON THE SOUTHWESTERLY RIGHT-OF-WAY LINE OF SOUTH COLONY BOULEVARD (PUBLIC RIGHT-OF-WAY), AND BEING THE BEGINNING OF A NON-TANGENTIAL CURVE THE RIGHT, HAVING A RADIUS OF 3984.80 FEET, A CENTRAL ANGLE OF 0°43'9", AND WHOSE CHORD BEARS SOUTH 30° 22' 05" EAST FOR A DISTANCE OF 50.01 FEET; THENCE SOUTHEASTERLY ALONG SAID CURVE TO THE RIGHT FOR AN ARC DISTANCE OF 50.01 FEET; THENCE SOUTH 29° 38' 17" EAST FOR A DISTANCE OF 51.54 FEET TO A POINT FOR CORNER; THENCE SOUTH 29° 16' 03" EAST FOR A DISTANCE OF 258.06 FEET TO A POINT FOR CORNER; THENCE SOUTH 60° 44' 13" WEST FOR A DISTANCE OF 6.17 FEET TO A POINT FOR CORNER; THENCE SOUTH 29° 44' 07" EAST FOR A DISTANCE OF 95.80 FEET TO A POINT FOR CORNER; THENCE SOUTH 60° 44' 27" WEST AND DEPARTING SAID SOUTH COLONY BOULEVARD, AND OVER AND ACROSS SAID LOT 7B FOR A DISTANCE OF 100.00 FEET TO THE BEGINNING OF A CURVE TO THE RIGHT, HAVING A RADIUS OF 50.00 FEET, A CENTRAL ANGLE OF 27°35'39", AND WHOSE CHORD BEARS SOUTH 74° 32' 16" WEST FOR A DISTANCE OF 23.85 FEET; THENCE SOUTHWESTERLY ALONG SAID CURVE TO THE RIGHT FOR AN ARC DISTANCE OF 24.08 FEET TO THE BEGINNING OF A CURVE TO THE LEFT, HAVING A RADIUS OF 50.00 FEET, A CENTRAL ANGLE OF 27°35'39", AND WHOSE CHORD BEARS SOUTH 74° 32' 16" WEST FOR A DISTANCE OF 23.85 FEET; THENCE SOUTHWESTERLY ALONG SAID CURVE TO THE LEFT FOR AN ARC DISTANCE OF 24.08 FEET; THENCE SOUTH 60° 44' 27" WEST FOR A DISTANCE OF 85.88 FEET TO THE BEGINNING OF A CURVE TO THE LEFT, HAVING A RADIUS OF 12.00 FEET, A CENTRAL ANGLE OF 90°0'0", AND WHOSE CHORD BEARS SOUTH 15° 44' 27" WEST FOR A DISTANCE OF 16.97 FEET. THENCE SOUTHWESTERLY ALONG SAID CURVE TO THE LEFT FOR AN ARC DISTANCE OF 18.85 FEET; 356 THENCE SOUTH 29° 15' 33" EAST FOR A DISTANCE OF 319.27 FEET TO A POINT FOR CORNER; THENCE SOUTH 60° 44' 27" WEST FOR A DISTANCE OF 17.56 FEET TO A POINT FOR CORNER; THENCE SOUTH 29° 15' 33" EAST A DISTANCE OF 275.50 FEET TO A POINT FOR CORNER ON THE NORTHWESTERLY RIGHT-OF-WAY LINE OF SAID STATE HIGHWAY NO. 121; THENCE SOUTH 60° 44' 27" WEST FOR A DISTANCE OF 15.00 FEET TO A THE POINT OF BEGINNING, AND CONTAINING 6.5907 ACRES (287,092 SQUARE FEET) OF LAND, MORE OR LESS. 357 EXHIBIT “B” SITE PLAN / BOUNDARY EXHIBIT 358 EXHIBIT “C” CONCEPT BUILDING ELEVATIONS 359 EXHIBIT “D” REVISED DEVELOPMENT STANDARDS 360 SECTION II REVISED DEVELOPMENT STANDARDS All development within the boundaries of this portion (Exhibit A & B)of Planned Development (PD-16) is governed solely by the standards set forth in this ordinance. 1. Permitted Uses:All Buildings located on the property shall comply with the Business District with the addition of the following: a.Amusement, Commercial (Inside) b.Amusement Commercial (Outside) c.Coffee Snack Cart: Shall be allowed on the premises and buildings inner courtyards. All permitting and regulations shall be followed per Ordinances (Chapter 6 Article VI Section 6-169). 2. Floor Area Ratio: The maximum allowable FAR ratio shall be 1.75:1 3. Boundaries: The boundaries of these design standards are as depicted in Exhibit A & B. 4.Site Design Standards a. Parking: The required parking per the shared parking requirement and 33% reduction as approved in Ordnance 2022-2474 shall be calculated based on the actual building “Activity Areas”. The Activity Area does not include Lobby / Entry Spaces, Back of House Spaces, Mechanical Equipment Areas, or Restaurant Areas. i. Parking between the building and the street. The maximum and minimum distance between the street right-of-way and the building (all frontages) shall be removed and follow the concept plan shown in Exhibit B. ii. Parking orientation shall be allowed to be perpendicular and parallel to the building due to the dual frontages. iii. Parking is allowed along the rear of the building. 5. Streetscaping & Landscaping Standards a. General Standards i. Species Selection: Variety of Species. No more than 50% of the number of required trees shall be the same species for any tree category (large, ornamental, or urban) in order to discourage monocultures. ii. Measurement, Sizing, and Spacing: Spacing from curbs, utility lines, screening walls and structures. Large canopy trees shall be planted a minimum of 3.5 feet from curbs, sidewalks, utility lines, screening walls and/or other structures measured from the center of the tree to edge of feature. Ornamental trees may be planted a minimum of 2.5 feet from features. Utility installation that includes common trench and conduit banks are exempt from this planting distance requirement. 361 b. Interior Landscaping Requirements i. A minimum percentage of interior landscaping. A minimum of 10% of the gross property area shall be devoted to living landscape which includes turf, groundcover, plants, shrubs, trees, and native drainage ways. ii. Tree Spacing. There shall be a minimum of one large canopy tree planted for each 400 square feet or fraction thereof of required interior landscaping area excluding drainage way easements. iii. Building Entrance Landscaping. For this project building as shown in Exhibit B, a specific number of trees is not required along the building façade. iv. Access Drive Landscaping. One small ornamental tree is required along major access lanes and/or fire lanes for every 30 linear feet within the development. This excluded inner-lot service drives, and direct building frontage where landscaping areas are not available. v. Pedestrian Connectivity Landscaping. One urban tree is required along internal pedestrian connections for every 40 linear feet excluding areas directly adjacent to the building frontage. c. Perimeter Landscaping Requirements i. Perimeter Buffers. A 10 foot wide perimeter landscape buffer shall be maintained between adjacent properties along the property boundary. This buffer shall not be required for properties separated by an internal service drive. d. Landscaping Plan Point System Requirements: A point system is not required for this property project as shown in Exhibit B. 6. Building Design Standards: Conceptual building elevations are shown in Exhibit C representing the intent of the project and design standards. Building elevations are subject to minor changes for the final construction drawings. a. Building Mass, Scale and Height i. Building Massing Standards 1. No uninterrupted horizontal length of a building façade shall exceed 60 linear feet without a change in material or window apertures on the south (primary frontage) elevations and 160 linear feet on all other elevations (East, North, and West). 2. Building height will be less than 70ft to top of parapet at the highest point 3. Variations in building massing shall include changes in wall plane or height and shall relate to primary building entries, important corners or other significant architectural features. 362 4. Blank, uninterrupted wall areas shall incorporate the use of landscaping to break up the monolithic appearance of such areas, unless these are secondary or service yard elevations. ii. Building Scale Design Standards 1. Each change of material shall involve at least one-foot variation in wall plane. Reveals shall not be less than one-foot deep and one- foot wide. 2. Architectural scaling patterns shall occur both horizontally and/or vertically. 3. Architectural scaling elements shall be used to break down the appearance of large building façades into architectural patterns and component building forms. 4. Required scaling elements shall be integral with the building form and construction, not a thinly applied façade treatment. b. Elevation Standards i. Entry Design Standards 1. Entryway features will be integrated with the building massing and style at all points of entry into the building; and/or 2. Architectural features and trim elements will consist of appropriate materials at entryways and fenestrations. 3. Entryways will be differentiated from the remainder of the façade through, at a minimum, the use of color, change in materials, setbacks, offsets and the like. 4. Primary entrances on a building façade shall be oriented to the street from which it is addressed. 5. Any secondary entrances shall allow convenient access from adjacent buildings, sidewalks, and parking. ii. Façade Design Standards 1. The building will provide attractive façade treatments on elevations that are visible from the street or from any primary elevation of adjacent developments. 2. A minimum of 13% of the overall façade area shall include windows, storefront, or entrance glass wall. 3. Storefront design standards. Storefronts or large windows will be used on the principal facades, both at street level and to activate key building corners. 363 c. Building Materials, Decorative Features and Colors i. Materials Standard 1. The majority of exterior walls of the building and structures located on the site described / shown in Exhibit A & B will consist of the following systems: a. The West, North, East, and part of the South facing elevation, will consist of architectural pre-cast concrete cladding to a minimum of 60% (calculated across all elevations), and with a minimum of two finishes, either natural concrete or textured and painted in monochrome tones. Rear facades and those facing the service area, will be of a finished quality in natural pre-cast concrete and will blend with the remainder of the building’s primary façade. b. The South facing exterior wall of the building and part of the West facing elevation, described / shown in Exhibit A & B, will consist of a high quality, back-lit cladding, emitting a subtle, elegant glow. Refer to item 2 below for additional details. c. The South facing glazed entrance to the building, described / shown in Exhibit A & B, responds to the geometry and massing of the building façade, creating a highly legible entrance into the building. The entrance highlights the building’s massing and will be highly glazed. d. Other openings within the façade, including feature pop-out windows, secondary windows and window frames, doors and door frames, roof system trims, roof structures, and similar visible exterior architectural treatments, will be made of materials which complement the primary construction material. e. Architectural accents consisting of metal products will not exceed a maximum coverage of 25% on any singular facade. Where wall materials are combined on any façade, the disposition of materials will reflect the building’s massing. 2. The back-lit cladding will be formed from a high quality, polycarbonate, single panel, translucent glazing system, as follows: a. The translucent glazing system will form no more than 30% of the South facing elevation and 15% on the West facing elevation. 364 b. The glazing system will be mounted on a vertical aluminum carrier substructure, which itself is mounted on the building’s solid stud wall construction. The carrier substructure forms the 6” void for the lighting installation. c. The 0.39” thick ice white translucent panels are formed from a nano-cell structure with two polycarbonate skins connected with supporting continuous ribs, perpendicular to the skins. The cells do not exceed 0.18” in both directions. Panels are maximum 2’0” wide with proprietary aluminum panel connecters forming the joints. d. The LED lighting matrix is suspended to the rear of the void on a proprietary U Channel at the top and bottom of the wall. A lighting diffusion film will be fixed to the rear of the polycarbonate to ensure an even distribution of light and to avoid the LED light sources being visible through the polycarbonate. e. The LED lighting matrix will create a luminance of no more than 1,150 cd/m2 and be operated during opening hours. ii. Color Standards 1. Exterior wall colors shall be limited to natural concrete and monochromatic tones. 2. Other accent colors will not exceed 25% of the surface area of any one elevation and will be limited to signage or digital signage. 3. Color schemes which are inherent to exterior signage, artwork or digital signage, are permitted. 4. Building materials and colors shall be consistent on all sides of a building. iii. Roof Forms and Material Standards 1. Roof structures will include a nominal slope and be contained by parapet walls and consists of membrane roofing with ancillary roof lights. 2. Roof appurtenances such as parapets and other similar features will be allowed if required for mechanical screening, acoustical control, or for the screening of external staircases that are required to provide roof access. 365 7. Public Area Amenities and Standards a. Required Amenities i. The project as shown in Exhibit B has no requirement for public amenities. 8. Pedestrian and Bicycle Standards a. Bike Racks i. 12 Bike Spaces (6 Racks) will be provided the building on Lot 7B-2 9. Service Area and Equipment Regulations a. Loading and Service Areas i. Loading and service area and ground level mechanical equipment may be placed along the side adjacent to the internal property boundary and rear of the building. Screening requirements apply for the building frontage view only. Screening is not required from internal property lines (west side) or the rear (north side) of the building. Items allowed to not be screened from these views include transformers, compactors, and dumpsters. 10. Signage: The proposed development shall adhere to the regulations of the City of The Colony Sign Ordinance except as follows: a. Location i. Along with signage located on exterior building walls, Interior building shown through glazing, or inside the building patio perimeter is permitted. b. Content i. Building Signage is allowed for the following uses: 1. URWLD brand name and accompanying mark. 2. Property Activity Images and Content (Generic and Actual) a. Sporting Activities b. Dining Content c. Promotions 3. Internal Branding / Commercial Sponsors of the Building and Activities c. Sign Area Measurement i. Standard Signage and Digital signage is allowed on all building frontages (South and East Facing Side). Signs are required to follow The City of the Colony and TXDOT visual and driver distraction design standards. ii. Maximum Sign Area may be up to 5% of the total building elevation façade measurement. No maximum height or width dimensions for any singular sign iii. Each building face may have a maximum of 10 building wall signs with a total building sign count of 14. 366 d. Mounting and Materials i. Allowable Signage Types are: 1. 3D Wall Mounted Letters a. Letters allowed to be smooth or textured material 2. Internally Lit Letters 3. Wall Mounted Digital Screens 4. Internal Signage showing through Exterior Glazing ii. Allowable Mounting and Placement 1. Flush Mounted on Exterior Walls 2. 3-Dimensional Mounted on Exterior Walls (Pillar Mounted) 3. Interior Wall or Hanging Signs Visible through exterior glazing iii. Orientation 1. Vertical and Horizontal orientation of signage is allowed e. Sign Lighting i. Lighting to be operated with photosensor for evening or dusk lighting with manual override switches ii. Night / Dark Time Luminance will operate at a maximum of 200cd/m 2 (Candela per meter squared) iii. Daytime Luminance will operate at a maximum of 2000cd/m 2 iv. Lighting allowed 24hrs/day v. Signage Lighted allowed to be Halo, Internal, and Digital f. Digital Picture i. Rotation of picture / colors – minimum of 10 seconds between rotations ii. All Digital signage to follow TXDOT visual and driver distraction design standards g. Colors i. Signage allowed to be multi-colored in each individual sign ii. Sign Background 1. See through / Building Wall 2. Black material 3. Halo Lighting 367 1 CITY COUNCIL REPORT AGENDA DATE:September 19, 2023 DEPARTMENT:Planning and Development Department SUBJECT:PDA23-0003 – Planned Development 16 Amendment- URWLD Indoor/Outdoor Amusement Facility Conduct a public hearing, discuss and consider an ordinance regarding amendments to Planned Development 16 (PD-16) Ordinance No. 99-1129 (and as amended) by establishing the conceptual development Standards for an approximately 88,000 square-foot Indoor/Outdoor Amusement Facility on Lot 7B, Block A within Tract B of The Colony Center Addition. The subject area contains approximately 6.59 acres and is located west of the northwest intersection of South Colony Boulevard and State Highway 121 within the Planned Development 16 (PD-16) District and the Gateway Overlay District. OWNER/APPLICANT Owner: Luna Crossing, LTD The Colony, TX Applicant: Jesse Peckham Lakewood, CO CenterPoint Engineering EXISTING CONDITION OF PROPERTY The subject site is currently undeveloped. ADJACENT ZONING AND LAND USE North - Planned Development PD-16 Retail Commercial and Single-Family Attached South - Planned Development PD-25 Nebraska Furniture Mart East - Diverging Diamond Interchange (DDI) of Grandscape West -Planned Development PD-16 Mixed Retail Commercial PROPOSED DEVELOPMENT The proposed development is an indoor amusement park within an approximately 88,000 sf building. The facility will provide a terrace along the SH 121 frontage that will be activated with social activities and respite area. The building will consist of a illuminated wall containing translucent panels that allow backlit lighting to be presented along the elevation. The proposed development is within an undeveloped “pad” site located within the Colony Center. The Colony Center consists of existing commercial development including Floor & Décor, Chair King, Panda Express, Mattress Firm and Rooms to Go. The subject site is located within Planned Development 16 (PD-16) which is an approximately 260-acre zoning district bound by SH 121 to the South, Memorial Drive to the North, Paige Road to the West and the BNSF Railroad to the East. The PD is divided into Tracts A, B, C, D and E with land uses permitted within the Business Park (BP) and General Retail (GR) district. The area is mostly developed with restaurants, retail and office, there are some undeveloped areas left within Tracts B, D and E. 368 2 In addition to establishing the development standards for the proposed development, the applicant requests also to amend- the PD-16 to allow Indoor/Outdoor Amusement on this tract “by-right” where a Specific Use Permit (SUP) is required. A subsequent site plan will provide the refined development intents of the proposed development. PRIOR ACTION On August 22, 2023, the Planning and Zoning Commission voted (6-0) to recommend approval of the proposed amendments to Planned Development 16 (PD-16) Ordinance No. 99-1129 (and as amended). DEVELOPMENT REVIEW COMMITTEE (DRC) REVIEW The Development Review Committee (DRC) finds the proposed development reflected in the Planned Development Amendment is consistent with the commercial uses found along SH 121 and the intent of development within Planned Development 16 (PD-16). ATTACHMENTS 1. Staff Analysis 2. Location Map 3. Planned Development Amendment Exhibits 4. Applicant Narrative 369 3 ATTACHMENT 1 Staff Analysis Land Use Analysis The applicant proposes the development of an indoor adventure park within an approximately 88,000 square-foot building designed for floor to ceiling interactive, explorable and observable space. The applicant indicates the facility will provide “15 proven adventure activities” including rock form scaling, ice form scaling, [water] diving and exploration. The site will also provide various food and beverage offerings. As stated in the applicants narrative: “The development has been carefully designed to reflect URWLD’s brand and the active pursuits that are contained within. In plan, the activities are grouped around a central hub space – the heart of the venue with wet activities and dry activities interlocked around it. The Hub also acts as the circulation for the building over two levels. Activities that require volume and height are grouped to the North and East of the scheme; activities that require less height are grouped over two stories to the South. Elevations The elevation plan reflects a modern aesthetic with elevations consisting predominately of metal panel, masonry and accented materials and colors. The color palette mainly consists of brown, blue, and gray. The color selection and percentages are consistent with other projects within the overall development. Each façade contains horizontal and vertical articulations, fenestration and color change to offer visual interest in accordance with the overall development. Circulation and Parking The subject site is mostly developed including parking and circulation. The parking is shared with the other development within the unified development site. Access to the parking field is provided from South Colony Blvd and SH 121, where multiple access points are established. Landscaping The landscape plan reflects the planting of various canopy trees, small ornamental trees, shrubs, and ground cover throughout the development site. Specifically along the perimeters of the subject development area. The majority of additional plantings will occur along the perimeter of the building and along the frontage of South Colony Blvd. All other plantings are provided as part of the larger established commercial complex, including those plantings within the parking area and within buffers. DEVELOPMENT REVIEW COMMITTEE (DRC) REVIEW The Development Review Committee (DRC) finds the proposed development reflected in the Planned Development Amendment is consistent with the commercial uses found along SH 121 and the intent of development within Planned Development 16 (PD-16) and recommends approval. 370 MCKINLEYDR NIAG A R A R D MEMORIALDR LIBERTYDR G R A N D S C AP E B L VD S A M R A Y B U R N T O L L W A Y P L Y M O U T H D R E X I T N F M / S O U T H C O L O N Y S H 12 1 E XITSOU T H C O L O N Y E X I T N F M /G R A N D S C A P E E XIT P AI G E R D E X I T S P R I N G C R E E K S O U T H C OLONYB L V D N E B R A S K A F U R N I T U R E M A R T D R P D 1 6 P D 2 5 P D 1 4 This map was generated by GIS data provided by The Colony GIS Department. The City of The Colony does not guarantee the correctness oraccuracy of any features on this map. These digital products are for llustration purposes only and are not suitable for site-specific decision making. ±Project No: PDA23-0003 - URWLD PDA23-0003 Planned Developm ent 14 Planned Developm ent 16 Planned Developm ent, PD25 SubjectArea 371 Agenda Item No:5.2 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Isaac Williams Submitting Department: Planning Item Type: Ordinance Agenda Section: Subject: Conduct a public hearing, discuss, and consider an ordinance regarding amendments to Appendix A, Section 20 of the Code of Ordinances of The Colony, Texas, entitled “Nonconforming Uses And Structures” by adding a Section 20-106 entitled “Compensation For Non-Conforming Uses”; and amending Appendix A, Section 24, Section 24-101 of The Comprehensive Zoning Code of The City of The Colony, Texas, Entitled “Amendments” by adding A subsection 24-101(I) to address notice requirements for nonconforming uses. (Williams) Suggested Action: Please see the attached staff report. Attachments: SI23-0007 CC Staff Report Ordinance amendment Appendix A (Non-Conforming) HB 929.doc Ord 2023-xxxx Zoning Amendment Nonconforming Uses SB929.docx 372 1 CITY COUNCIL REPORT AGENDA DATE:September 19, 2023 DEPARTMENT:Planning and Development Department SUBJECT:SI23-0007 Zoning Text Amendment –Appendix A (“Non-Conforming Uses and Structures”) Conduct a public hearing, discuss, and consider an ordinance regarding amendments to Appendix A, Section 20 of the Code of Ordinances of The Colony, Texas, entitled “Nonconforming Uses And Structures” by adding a Section 20-106 entitled “Compensation For Non-Conforming Uses”; and amending Appendix A, Section 24, Section 24-101 of The Comprehensive Zoning Code of The City of The Colony, Texas, Entitled “Amendments” by adding A subsection 24-101(I) to address notice requirements for nonconforming uses. BACKGROUND In the 2023 Texas Legislative Session, the Texas Legislature approved H.B. 929, commonly referred to as the “Nonconforming Use Compensation.” This bill amends municipal procedures regarding zoning changes that create nonconforming uses. In summary this nonconforming use and compensation bill addresses the following: That for any proposed zoning change that could result in the creation of a nonconforming use the City shall provide written notice containing certain language of the required public hearing. Said notice shall require: o notice be sent by mail to certain addresses; o contain the time and place of the hearing; o include specific notice language; a person using property in a manner considered to be a nonconforming use as a result of a change in an applicable zoning regulation may continue that nonconforming use unless required to stop by the City; that a requirement to stop a nonconforming use includes: (a) an official action by the City; or (b) a determination by the City that the nonconforming use has an adverse effect or another necessary determination that the City must make prior to imposing a requirement to stop a nonconforming use; that if a nonconforming use is required by the City to cease operation, the owner or the lessee of the property is entitled to receive a certain, calculated payment for damages associated with closing the operation or additional time to engage in the nonconforming use; and for a process to appeal determinations to the Board of Adjustment, along with a process to seek judicial review of the final decision of the Board of Adjustment. Staff and the City Attorney’s office recommends amendments to Appendix A of the Code of Ordinances of the City of The Colony, Texas. 373 2 PROPOSED REVISIONS Appendix A, of the Code or Ordinances is proposed to be amended as follows: “20-106. Compensation for Non-Conforming Uses. The Board of Adjustment, in accordance with Section 211.019 of the Texas Local Government Code, as amended, shall utilize the procedures and owner or lessee compensation criteria contained in said section in the event the City determines that a nonconforming use of property shall cease.” SECTION 3.That Appendix A, Section 24 of the Comprehensive Zoning Code of the City of The Colony, Texas, entitled “Amendments,” is hereby amended by adding a new subsection 24-101(i), which shall read as follows: “24-101. Procedure. . . . “(I)In addition to the foregoing notice, the City shall provide written notice of each public hearing regarding any proposed adoption of or change to a zoning regulation or boundary under which a current conforming use of a property is a nonconforming use if the regulation or boundary is adopted or changed. The notice shall: (1) be mailed by United States mail to each owner of real or business personal property where the proposed nonconforming use is located as indicated by the most recently approved municipal tax roll and each occupant of the property not later than the 10th day before the hearing date; (2) contain the time and place of the hearing; and (3) include the following text in bold 14-point type or larger: “THE CITY OF THE COLONY, TEXAS, IS HOLDING A HEARING THAT WILL DETERMINE WHETHER YOU MAY LOSE THE RIGHT TO CONTINUE USING YOUR PROPERTY FOR ITS CURRENT USE. PLEASE READ THIS NOTICE CAREFULLY.” PRIOR ACTION On September 12, the Planning and Zoning Commission voted (6-0) to recommend approval of the proposed Code of Ordinance amendments. NOTIFICATION The Zoning Ordinance requires newspaper notification a minimum of fifteen (15) days prior to the City Council meeting for text amendments. Notice for this Public Hearing was published in The Dallas Morning News on August 31, 2023. No comments, either for or against the text amendment, were received as of the printing of this packet. ATTACHMENTS 1.Proposed Ordinance 374 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023- ____ AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, AMENDING APPENDIX A, SECTION 20 OF THE COMPREHENSIVE ZONING CODE OF THE CITY OF THE COLONY, TEXAS, ENTITLED “NONCONFORMING USES AND STRUCTURES” BY ADDING A SECTION 20-106 ENTITLED “COMPENSATION FOR NON-CONFORMING USES”; AND AMENDING APPENDIX A, SECTION 24, SECTION 24-101 OF THE COMPREHENSIVE ZONING CODE OF THE CITY OF THE COLONY, TEXAS, ENTITLED “AMENDMENTS” BY ADDING A SUBSECTION 24-101(I) TO ADDRESS NOTICE REQUIREMENTS FOR NONCONFORMING USES; PROVIDING A SEVERABILITY CLAUSE; PROVIDING A SAVINGS CLAUSE; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS,in the 2023 Texas legislative session, the Texas Legislature approved S.B. 929 (2023), which amended Chapter 211 of the Texas Local Government Code to address notice and compensation requirements for nonconforming uses; and WHEREAS,the City Council of the City of The Colony, Texas, has determined that the following regulation is necessary in order to protect public health, safety, and welfare. NOW THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1.That the findings set forth above are incorporated into the body of this Ordinance as if fully set forth herein. SECTION 2.That Appendix A, Section 20 of the Comprehensive Zoning Code of the City of The Colony, Texas, entitled “Nonconforming Uses and Structures,” is hereby amended by adding a new Section 20-106, which shall read as follows: “20-106. Compensation for Non-Conforming Uses. The board of adjustment, in accordance with Section 211.019 of the Texas Local Government Code, as amended, shall utilize the procedures and owner or lessee compensation criteria contained in said section in the event the City determines that a nonconforming use of property shall cease.” SECTION 3.That Appendix A, Section 24 of the Comprehensive Zoning Code of the City of The Colony, Texas, entitled “Amendments,” is hereby amended by adding a new subsection 24-101(i), which shall read as follows: “24-101. Procedure. . . . 375 “(I)In addition to the foregoing notice, the City shall provide written notice of each public hearing regarding any proposed adoption of or change to a zoning regulation or boundary under which a current conforming use of a property is a nonconforming use if the regulation or boundary is adopted or changed. The notice shall: (1) be mailed by United States mail to each owner of real or business personal property where the proposed nonconforming use is located as indicated by the most recently approved municipal tax roll and each occupant of the property not later than the 10th day before the hearing date; (2) contain the time and place of the hearing; and (3) include the following text in bold 14-point type or larger: “THE CITY OF THE COLONY, TEXAS, IS HOLDING A HEARING THAT WILL DETERMINE WHETHER YOU MAY LOSE THE RIGHT TO CONTINUE USING YOUR PROPERTY FOR ITS CURRENT USE. PLEASE READ THIS NOTICE CAREFULLY.” SECTION 4.It is hereby declared to be the intention of the City Council that the phrases, clauses, sentences, paragraphs and sections of this Ordinance are severable, and if any phrase, clause, sentence, paragraph or section of this Ordinance shall be declared unconstitutional by the valid judgment or decree of any court of competent jurisdiction, such unconstitutionality shall not affect any of the remaining phrases, clauses, sentences, paragraphs and sections of this Ordinance, since the same would have been enacted by the City Council without the incorporation of this Ordinance of any such unconstitutional phrase, clause, sentence, paragraph or section. SECTION 5.Any provision of any prior ordinance of the City whether codified or uncodified, which are in conflict with any provision of this Ordinance, are hereby repealed to the extent of the conflict, but all other provisions of the ordinances of the City whether codified or uncodified, which are not in conflict with the provisions of this Ordinance, shall remain in full force and effect. SECTION 6. This Ordinance shall become effective upon its passage. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITYOF THE COLONY, TEXAS THIS 19TH DAY OF SEPTEMBER 2023. Richard Boyer, Mayor City of The Colony 376 ATTEST: Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeffrey L. Moore, City Attorney 377 Agenda Item No:5.3 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Isaac Williams Submitting Department: Planning Item Type: Ordinance Agenda Section: Subject: Conduct a public hearing, discuss, and consider an ordinance regarding amendments to Appendix B, of the Code of Ordinances of The Colony, Texas, entitled “subdivision ordinance,” by amending Section 3, entitled “definitions,” by adding definition for “approval” and amending the definition of “filed” or “filing” and “plat”; adding a new Section 8.4, entitled “planning director approval” by establishing approval of plats by planning director; and adding a new Section 9.1, entitled “30-day time frame for plat approvals.” (Williams) Suggested Action: Please see the attached staff report. Attachments: SI23-0008 CC Staff Report Ordinance amendment Appendix B (subdivision) HB 3699.doc Ord. 2023-xxxx Subdivision Amendment-HB3699.docx 378 1 CITY COUNCIL REPORT AGENDA DATE:September 19, 2023 DEPARTMENT:Planning and Development Department SUBJECT:SI23-0008 Zoning Text Amendment-Appendix B (“Subdivision Ordinance”) Conduct a public hearing, discuss, and consider an ordinance regarding amendments to Appendix B, of the Code of Ordinances of The Colony, Texas, entitled “subdivision ordinance,” by amending Section 3, entitled “definitions,” by adding definition for “approval” and amending the definition of “filed” or “filing” and “plat”; adding a new Section 8.4, entitled “planning director approval” by establishing approval of plats by planning director; and adding a new Section 9.1, entitled “30-day time frame for plat approvals.” BACKGROUND During the 2019 Texas legislative session, the Texas Legislature approved H.B. 3167 (2019), commonly referred to as the “Shot Clock” bill which amended the development plan approval process contained in Chapter 212 of the Texas Local Government Code. The Shot Clock bill set forth the requirement to take action on a site plan or development plan within 30-days following the “filing” of said plan. The State left the term “filing” undefined, therefore the City established the term “Administratively Complete” and defined the term “Filed.” “Administratively complete” means an application for a site plan or development plan approval shall be considered administratively complete upon the occurrence of all of the following: (1) the city staff and city engineer have determined that it meets all requirements of applicable city ordinances so that it may be reviewed by the Planning and Zoning Commission, (2) the application has been placed on an agenda for the Planning and Zoning Commission, and (3) the Planning and Zoning Commission agenda has been posted as required by law.” “Filed” or “Filing” means the date site plan or development plan is considered by the City to be administratively complete and placed on an appropriate agenda. The City’s definition allows for the established development review process to continue without the burden of State mandated timelines. During the 2023 Texas Legislative Session, the Texas Legislature approved H.B. 3699, which amends the 30-day requirement so that subdivision development plans, including a subdivision plan, subdivision construction plan, site plan, land development application, and site development plan are no longer subject to the 30-day review and approval as implemented by H.B. 3167. The bill redefines the term “filed.” “Filed” is now considered as the date the applicant submits the plat, along with a completed plat application and the application fees and other requirements to the City. Further, to facilitate plat application for submittal, the bill requires adoption and available to the public, a complete written list of all documentation and other information that the City requires to be submitted with a plat application by no later than January 1, 2024. The City will provide an updated submittal checklist to comply with this requirement. 379 2 As currently interpreted H.B. 3699 allows for the reimplementation of the “30-day waiver” right, which allows applicants and municipalities to agree to a waiver of the statutory 30-day timeframe. As a result, this waiver allows for staff and applicants to still fully engage in the iterative review and revision process common to development request. Therefore, in order to provide procedural clarity and compliance with H.B. 3699 staff and the City Attorney’s office recommends amendments to Appendix B of the Code of Ordinances of the City of The Colony, Texas. PROPOSED REVISIONS Appendix B, of the Code of Ordinances is proposed to be amended as follows: “Sec. 3. - Definitions. Approval shall mean the following: (a) Approval constitutes a determination by the official, board, commission or City Council responsible for such determination that the application is in compliance with the minimum provisions of this subdivision ordinance. (b)Such approval does not constitute approval of the engineering or surveying contained in the plans, as the design engineer or surveyor that sealed the plans is responsible for the adequacy of such plans. (c)For purposes of plat approval, approval shall also include approval with conditions, pursuant to Section 212.009 of the Texas Local Government Code, as amended. City shall mean the City of The Colony, Denton County, Texas. City Council shall mean the City Council of the City of The Colony, Denton County, Texas. Filed or Filing means the filing date of a preliminary plat, replat, or final plat shall be considered the date an applicant submits said plat, along with a completed application and applicable fees, and other requirements prescribed by or under Texas Local Government Code § 212.004, as amended. Local Government Code shall mean the Vernon’s Texas Code Annotated Local Government Code. Planning and Zoning Commission shall mean those members appointed by the City Council. Plat shall mean a map, generally of a subdivision, showing the location, boundaries and ownership of individual properties. Includes a preliminary plat, final plat, and replat. 380 3 Subdivision shall mean the division of any tract or parcel of land into two (2) or more lots for the purpose, whether immediate or future, of sale or building development, expressly excluding development for agricultural purposes. "Subdivision" shall also include replat of an existing subdivision together with any change of lot size therein or with the relocation of any street.” SECTION 3. That Appendix B, of the Code of Ordinances of the City of The Colony, Texas, entitled “Subdivision Ordinance,” is hereby amended by adding Section 8.4, entitled “Planning Director Approval” which shall read as follows: “Sec. 8.4. Planning Director Approval. In the event there is not sufficient time for the Planning and Zoning Commission to approve or deny any plat based upon the filing date of such plat, the Planning Director of the City may approve, approve with conditions, or disapprove a plat, pursuant to Section 212.0065 of the Texas Local Government Code, as amended. The disapproval of any plat by the Planning Director may be appealed to the Planning and Zoning Commission.” SECTION 4. That Appendix B, of the Code of Ordinances of the City of The Colony, Texas, entitled “Subdivision Ordinance,” is hereby amended by adding Section 9.1, entitled “30-Day Time Frame for Plat Approvals” which shall read as follows: “Sec. 9.1. 30-Day Time Frame for Plat Approvals. (a)Right to 30-day action for plat applications begins on the filing date. The statutory 30-day time frame for plat approvals, established by the Texas Local Government Code, Chapter 212, shall commence on the filing date. (b)Extension of right to 30-day action. Pursuant to Texas Local Government Code, § 212.009(b-2), as amended, upon application in writing by the applicant, the Planning and Zoning Commission or City Council may approve one or more extensions of right to 30-day action, each such extension not to exceed 30 additional days.” PRIOR ACTION On September 12, the Planning and Zoning Commission voted (6-0) to recommend approval of the proposed Code of Ordinance amendments. NOTIFICATION The Zoning Ordinance requires newspaper notification a minimum of ten (10) days prior to the Planning and Zoning Commission meeting for text amendments. Notice for this Public Hearing was published in The Dallas Morning News on August 31, 2023. No comments, either for or against the text amendment, were received as of the printing of this packet. ATTACHMENTS 1. Proposed Ordinance 381 CITY OF THE COLONY, TEXAS ORDINANCE NO.2023 - ________ AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, AMENDING APPENDIX B, OF THE CODE OF ORDINANCES OF THE CITY OF THE COLONY, TEXAS, ENTITLED “SUBDIVISION ORDINANCE,” BY AMENDING SECTION 3, ENTITLED “DEFINITIONS,” BY ADDING DEFINITION FOR “APPROVAL” AND AMENDING THE DEFINITION OF “FILED” OR “FILING” AND “PLAT”; ADDING A NEW SECTION 8.4, ENTITLED “PLANNING DIRECTOR APPROVAL” BY ESTABLISHING APPROVAL OF PLATS BY PLANNING DIRECTOR; AND ADDING A NEW SECTION 9.1, ENTITLED “30-DAY TIME FRAME FOR PLAT APPROVALS”; PROVIDING A SEVERABILITY CLAUSE; PROVIDING A SAVINGS CLAUSE; PROVIDING A PENALTY OF A FINE NOT TO EXCEED TWO THOUSAND DOLLARS ($2,000) FOR EACH AND EVERY OFFENSE; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS,in the 2023 Texas legislative session, the Texas Legislature approved H.B. 3699 (2023), which amended Chapter 212 of the Texas Local Government Code addressing plat approvals; and WHEREAS,the City Council of the City of The Colony, Texas, has determined that the following regulation is necessary in order to protect public health, safety, and welfare. NOW THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1.That the findings set forth above are incorporated into the body of this Ordinance as if fully set forth herein. SECTION 2.That Appendix B, of the Code of Ordinances of the City of The Colony, Texas, entitled “Subdivision Ordinance,” is hereby amended by amending Section 3, entitled “Definitions,” which shall read as follows: “Sec. 3. - Definitions. Approval shall mean the following: (a) Approval constitutes a determination by the official, board, commission or City Council responsible for such determination that the application is in compliance with the minimum provisions of this subdivision ordinance. 382 (b)Such approval does not constitute approval of the engineering or surveying contained in the plans, as the design engineer or surveyor that sealed the plans is responsible for the adequacy of such plans. (c)For purposes of plat approval, approval shall also include approval with conditions, pursuant to Section 212.009 of the Texas Local Government Code, as amended. City shall mean the City of The Colony, Denton County, Texas. City council shall mean the city council of the City of The Colony, Denton County, Texas. Filed or filing means the filing date of a preliminary plat, replat, or final plat shall be considered the date an applicant submits said plat, along with a completed application and applicable fees, and other requirements prescribed by or under Texas Local Government Code § 212.004, as amended. Local Government Code shall mean the Vernon’s Texas Code Annotated Local Government Code. Planning and zoning commission shall mean those members appointed by the city council. Plat shall mean a map, generally of a subdivision, showing the location, boundaries and ownership of individual properties. Includes a preliminary plat, final plat, and replat. Subdivision shall mean the division of any tract or parcel of land into two (2) or more lots for the purpose, whether immediate or future, of sale or building development, expressly excluding development for agricultural purposes. "Subdivision" shall also include replat of an existing subdivision together with any change of lot size therein or with the relocation of any street.” SECTION 3.That Appendix B, of the Code of Ordinances of the City of The Colony, Texas, entitled “Subdivision Ordinance,” is hereby amended by adding Section 8.4, entitled “Planning Director Approval” which shall read as follows: “Sec. 8.4. Planning Director Approval. In the event there is not sufficient time for the Planning and Zoning Commission to approve or deny any plat based upon the filing date of such plat, the Planning Director of the City may approve, approve with conditions, or disapprove a plat, pursuant to Section 212.0065 of the Texas Local Government Code, as amended. The disapproval of any plat by the Planning Director may be appealed to the Planning and Zoning Commission.” SECTION 4.That Appendix B, of the Code of Ordinances of the City of The Colony, Texas, entitled “Subdivision Ordinance,” is hereby amended by adding Section 9.1, entitled “30- Day Time Frame for Plat Approvals” which shall read as follows: “Sec. 9.1. 30-Day Time Frame for Plat Approvals. 383 (a)Right to 30-day action for plat applications begins on the filing date. The statutory 30-day time frame for plat approvals, established by the Texas Local Government Code, ch. 212, shall commence on the filing date. (b)Extension of right to 30-day action. Pursuant to Texas Local Government Code, § 212.009(b-2), as amended, upon application in writing by the applicant, the Planning and Zoning Commission or City Council may approve one or more extensions of right to 30- day action, each such extension not to exceed 30 additional days.” SECTION 5.It is hereby declared to be the intention of the City Council that the phrases, clauses, sentences, paragraphs and sections of this Ordinance are severable, and if any phrase, clause, sentence, paragraph or section of this Ordinance shall be declared unconstitutional by the valid judgment or decree of any court of competent jurisdiction, such unconstitutionality shall not affect any of the remaining phrases, clauses, sentences, paragraphs and sections of this Ordinance, since the same would have been enacted by the City Council without the incorporation of this Ordinance of any such unconstitutional phrase, clause, sentence, paragraph or section. SECTION 6.Any provision of any prior ordinance of the City whether codified or uncodified, which are in conflict with any provision of this Ordinance, are hereby repealed to the extent of the conflict, but all other provisions of the ordinances of the City whether codified or uncodified, which are not in conflict with the provisions of this Ordinance, shall remain in full force and effect. SECTION 7.Any person, firm, or corporation violating any of the provisions of this Ordinance shall be deemed guilty of a misdemeanor and, upon conviction in the municipal court of the City of The Colony, Texas, shall be punished by a fine not to exceed the sum of Two Thousand Dollars ($2,000.00) for each offense. Every day a violation occurs shall constitute a separate offense. SECTION 8. This Ordinance shall become effective from ands after its passage and publication. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITYOF THE COLONY, TEXAS THIS 19TH DAY OF SEPTEMBER 2023. Richard Boyer, Mayor City of The Colony ATTEST: Tina Stewart, TRMC, CMC, City Secretary 384 APPROVED AS TO FORM: Jeffrey L. Moore, CityAttorney 385 Agenda Item No:5.4 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: Finance Item Type: Ordinance Agenda Section: Subject: Conduct a public hearing, discuss and consider an ordinance approving the proposed 2023-2024 tax rate not to exceed $0.6400 cents per $100 valuation for the taxable value of real and personal property located within the City of The Colony. (Miller) Suggested Action: Attachments: Ord. 2023-xxxx Tax Rate Amendment.doc 386 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 - ______ ADOPT TAX RATE FOR FISCAL YEAR 2023-2024 AN ORDINANCE OF THE CITY OF THE COLONY, TEXAS, LEVYING THE AD VALOREM TAXES FOR THE FISCAL YEAR 2023-2024 AT A RATE OF $.6400 PER ONE HUNDRED DOLLARS ($100) ASSESSED VALUATION OF ALL TAXABLE PROPERTY WITHIN THE CORPORATE LIMITS OF THE CITY AS OF JANUARY 1, 2024; TO PROVIDE REVENUES FOR THE PAYMENT OF CURRENT EXPENSES AND TO PROVIDE AN INTEREST AND SINKING FUND ON ALL OUTSTANDING DEBTS OF THE CITY; PROVIDING FOR DUE AND DELINQUENT DATES TOGETHER WITH PENALTIES AND INTEREST; AND DECLARING AN EFFECTIVE DATE. BE IT SO ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1:That there be and is hereby levied for the fiscal year 2023-2024, on all taxable property, real, personal and mixed, situated within the limits of the city of The Colony, Texas, and not exempt by the Constitution of the State and valid State laws, a tax of $.6400 on each One Hundred Dollars ($100) assessed value of taxable property, and shall be apportioned and distributed as follows: (a)For the purpose of defraying the current expenses of municipal government of the City, a tax of $.5340 on each One Hundred Dollars ($100) assessed value of all taxable property. (b)For the purpose of creating a sinking fund to pay interest and principal on all outstanding bonds of the City, not otherwise provided for, a tax of $.1060 on each One Hundred Dollars ($100) assessed value of all taxable property, within the City, which shall be applied to the payment of such interest and maturities of all outstanding bonds. SECTION 2:That all ad valorem taxes shall become due and payable on October 1, 2023 and all ad valorem taxes for the year shall become delinquent after January 31, 2024. There shall be no discount for payment of taxes prior to January 31, 2024. If any person fails to pay the ad valorem taxes on or before the 31st day of January 2024, the following penalties shall be payable thereon, to-wit: During the month of February, seven percent (7%); during the month of March, nine percent (9%); during the month of April, eleven percent (11%); during the month of May, thirteen percent (13%); during the month of June, fifteen percent (15%); and on or after the 1st day of July, eighteen percent (18%). 387 2 SECTION 3:Taxes are payable at the Denton County office of the tax collector who on behalf of The Colony collects ad valorem taxes for The Colony. The City shall have available all rights and remedies provided by law for enforcement of the collection of taxes levied under this ordinance. SECTION 4:That the tax rolls, as presented to the City Council, together with any supplement thereto, be, and the same are hereby approved. SECTION 5:The fact that it is necessary that this ordinance be enacted in order to authorize the collection of ad valorem taxes for the fiscal year 2023-2024, this ordinance shall take effect from and after its passage as the law in such cases provides. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS THIS 19th DAY OF SEPTEMBER 2023. __________________________________ Richard Boyer, Mayor City of The Colony, Texas ATTEST: ____________________________________ Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeffrey L. Moore, City Attorney 388 Agenda Item No:5.5 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: Finance Item Type: Ordinance Agenda Section: Subject: Conduct a public hearing, discuss and consider an ordinance adopting the City of The Colony Fiscal Year Budget beginning October 1, 2023 through September 30, 2024; providing for intra and inter departmental fund transfers; providing that expenditures for said Fiscal Year to be made in accordance with said budget. (Miller) Suggested Action: Attachments: Ord. 2023-xxxx FY2023-24 Budget.doc 389 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 - ________ ADOPT MUNICIPAL BUDGET FOR FISCAL YEAR 2023-2024 AN ORDINANCE OF THE CITY OF THE COLONY, APPROVING AND ADOPTING A BUDGET FOR THE CITY FOR THE FISCAL YEAR BEGINNING OCTOBER 1, 2023, THROUGH SEPTEMBER 30, 2024; PROVIDING FOR THE INTRA AND INTER-DEPARTMENT FUND TRANSFERS; PROVIDING THAT EXPENDITURES FOR SAID FISCAL YEAR SHALL BE MADE IN ACCORDANCE WITH SAID BUDGET; AND DECLARING AN EFFECTIVE DATE. WHEREAS, the Executive Director of Administration for the City of The Colony, Texas has heretofore filed with the City Secretary, a proposed general budget for the City covering the fiscal year 2023-2024; and WHEREAS, a public hearing was duly held and all interested persons were given an opportunity to be heard for or against any item therein in accordance with the Charter. NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS: SECTION 1:That the attached budget, presented by the City Manager and reviewed during Council meetings and work sessions, and as amended be approved for the fiscal year 2023-2024. SECTION 2:That the City Manager be and is hereby authorized to make intra and Council approved inter-departmental fund transfers during the fiscal year as becomes necessary in order to avoid over-expenditures of a particular account. SECTION 3:That said Budget as attached hereto as Exhibit “A” of this Ordinance, and made a part hereof for all purposes, is hereby approved in all respects and is adopted as the City’s budget for the fiscal year beginning October 1, 2023, and ending September 30, 2024. SECTION 4:The fact that the fiscal year begins on October 1, 2023, requires that this Ordinance be effective upon its passage and adopted to preserve the public peace, property, health and safety, and shall be in full force and effect from and after its passage and adoption. PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS THIS 19th DAY OF SEPTEMBER 2023. __________________________________ Richard Boyer, Mayor City of The Colony, Texas 390 2 ATTEST: __________________________________ Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeffrey L. Moore, City Attorney 391 Agenda Item No:5.6 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: General Admin Item Type: Ordinance Agenda Section: Subject: Discuss and consider approving an ordinance levying of the Public Improvement District Annual Assessment on properties located within the City of The Colony Public Improvement District No. 1 for the Fiscal Year 2023-24. (Maurina) Suggested Action: Attachments: The Colony Grandscape PID - SAP - 2023 24 Annual Service and Assessment Plan Update(874945.7).doc Exhibit B for PID ORD.docx Ord. 2023-xxxx Final PID SAP Assessment.docx 392 1775.016\874945.7 City of The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update (Assessment Year October 1, 2023 to September 30, 2024) Approved by City Council on September 19 th, 2023 393 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 2 1775.016\874945.7 SECTION 1 INTRODUCTION Unless otherwise defined, all capitalized terms used in this "City of The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update (Assessment Year October 1, 2023 to September 30, 2024)" (this "SAP Update") shall have the meanings set forth in that certain City of The Colony Public Improvement District No. 1 Amended and Restated Service and Assessment Plan, originally approved on February 7, 2013, recorded in the real property records of Denton County, Texas as Document No. 2013-20487, and as updated and most recently amended, restated, and consolidated on January 19, 2021 (the "Service and Assessment Plan") by Ordinance No. 2021-2430 adopted by the City Council on January 19, 2021. Unless otherwise defined, all references to "Section" mean a section of this SAP Update, and all references to "Exhibit" mean an exhibit to this SAP Update. 1.1 On October 8, 2012, the City Council of the City of The Colony, Texas (the "City Council" and the "City") passed and approved Resolution No. 2012-073 creating The Colony Public Improvement District No. 1 (the "District") pursuant to Chapter 372, Texas Local Government Code, as amended (the "Act"). The District includes within its boundaries approximately 439.12 contiguous acres located within the corporate limits of the City south of and adjacent to the Sam Rayburn Tollway (State Highway 121), north of and adjacent to Plano Parkway, and west of Spring Creek Parkway which property is described by metes and bounds on Exhibit A and depicted on Exhibit A-1 (the "Property"). 1.2 The Act governs the process by which the Public Improvements Cost is allocated to and assessed against the Property. This process requires the preparation of an ongoing service plan (a "Service Plan"), an assessment plan (an "Assessment Plan"), and an assessment roll (an "Assessment Roll"). 1.3 The Act requires the preparation, and the presentment to, and review and approval by, the City Council, of a Service Plan that must: (1) cover a period of at least five years; (2) define the annual indebtedness and projected costs of the Public Improvements; and (3) include a copy of the notice form required by Section 5.014 of the Texas Property Code, as amended. The Service Plan must be reviewed and updated at least annually to determine the annual budget for the Public Improvements. The City Council may approve the Service Plan only by Ordinance; and, upon approval, a copy of the Service Plan must be filed with the County Clerk of Denton County, Texas, the County in which all of the District is located, not later than the seventh (7 th) day after the date of such approval. The Service Plan is contained in Section 4. 1.4 The Act requires the Service Plan to include an Assessment Plan. The Assessment Plan assesses the Public Improvements Cost against the Property on the basis of the special benefits conferred upon the Property by the Public Improvements. The Public Improvements Cost may be assessed in any manner that results in imposing equal shares of the cost on Parcels similarly benefited. The special benefit of the Public Improvements is being apportioned by this Service and Assessment Plan to the Property in the amount of the Public Improvements Cost. The Assessment Plan is contained in Section 5. 394 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 3 1775.016\874945.7 1.5 The Act also requires the City Council to review and update the Service Plan annually for the purpose of determining the annual budget for the Public Improvements. The annual budget for the Public Improvements is contained in Section 6. The Act states that the Service Plan may be amended or updated only by Ordinance. Upon approval of an amendment or update of the Service Plan, including the notice form required by Section 5.014 of the Texas Property Code, as amended, the City Council shall file a copy of the amended or updated Service Plan with the County Clerk of Denton County, Texas, the County in which all of the District is located, not later than the seventh (7th) day after the date of such approval. 1.6 The Act requires the preparation of an Assessment Roll after the total Public Improvements Cost has been determined. The Assessment Roll must state the assessment against each Parcel determined by the method of assessment chosen by the City Council in the Assessment Plan. The assessment against a Parcel must be sufficient to pay the share of the Public Improvements Cost allocated to the Parcel and cannot exceed the special benefit conferred upon the Parcel. The Assessment Roll is contained in Section 7. 1.7 A summary of the chronological history of City Council actions for the District is attached as Exhibit F. SECTION 2 2013 FACILITY PUBLIC IMPROVEMENTS 2.1 The portion of the Property described as Grandscape Addition Lot 1/Block A consisting of 81.99 acres and identified as Denton Central Appraisal District ("Denton CAD") Tax Parcel No. 657618, and the portion of the Property described as Grandscape Additional Lot 2/Block A consisting of 25.48 acres and identified by Denton CAD Tax Parcel No. 657619 (collectively, the "Facility Property") is developed with a mixed-use facility which includes approximately 1,280,000 square feet for warehouse and distribution uses, approximately 25,000 square feet for a regional corporate headquarters, approximately 546,000 square feet for retail sales to the general public and surface and structured parking (collectively, the "Facility"). The development of the Facility Property required construction of the 2013 Public Improvements that specially benefit the Facility Property. 2.2.In connection with the 2013 Project Infrastructure Bonds to finance a portion of the costs of the 2013 Public Improvements, the City approved the Original Service and Assessment Plan for the District by adopting the 2013 Assessment Ordinance on February 7, 2013. The 2013 Assessment Ordinance levied an Assessment in the amount of $83,400,000.00 (the "2013 Facility Public Improvement Assessment") against the Facility Property for the portion of the 2013 Public Improvements Cost that the City Council determined conferred a special benefit on the Facility Property. As authorized by the Act, the 2013 Assessment Ordinance deferred the assessment of the remainder of the 2013 Public Improvements Cost in the amount of $11,400,000.00 for the portion of the 2013 Public Improvements that specially benefit the Related Development Property (the "2013 Related Development Deferred Assessment") until the portion of the Related Development Property that is specially benefited by the 2013 Public Improvements could be identified. The 2013 Assessment Ordinance also deferred the assessment of the Related Development Public Improvements Cost against the Related Development Property until the portion(s) of the Related Development Property that are specially benefited by 395 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 4 1775.016\874945.7 the Related Development Public Improvements could be identified. As described below, the City has levied and intends to continue levying Additional Facility Assessments against the Facility Property for costs of Additional Facility Public Improvements (that do not include the 2013 Public Improvements) and has levied and intends to continue levying Assessments against the Related Development Property for a portion of the costs of the Related Development Public Improvements (that do not include the 2013 Public Improvements). 2.3 The 2013 Facility Public Improvements have been constructed by or on behalf of the Corporations using, in part, the net proceeds of the 2013 Project Infrastructure Bonds. The 2013 Facility Public Improvements fall into the following categories: (i) water, wastewater, and drainage facilities or improvements, including sanitary sewer facilities, storm water detention and retention facilities, and utility relocations related to such improvements; (ii) street and roadway improvements, including related traffic signalization, signage, sidewalks, curbs, gutters, streetscape, landscaping, drainage improvements, and utility relocations related to such street and roadway improvements; (iii) mass transit facilities; (iv) park improvements, (v) landscaping; (vi) lighting and signage; (vii) pedestrian malls; and (viii) site improvements for any of the foregoing, including, but not limited to, grading, erosion control, wetlands mitigation, and floodplain reclamation. The 2013 Public Improvements are more particularly described in the engineering report titled PUBLIC IMPROVEMENTS REPORT, The City of The Colony Public Improvement District No. 1, The Colony, Texas dated November 30, 2012, prepared by Graham Associates, Inc. (the "2013 Official Report"), a copy of which report is attached as Exhibit B to the Service and Assessment Plan. All 2013 Facility Public Improvements, and portions of the Property on which the 2013 Facility Public Improvements have been constructed, will remain owned by the City. 2.4 The 2013 Facility Public Improvement Assessment was pledged, on a pro-rata basis (based on the par amount of each series of 2013 Project Infrastructure Bonds issued as a percentage of the total par amount of all 2013 Project Infrastructure Bonds), as additional security for each series of 2013 Project Infrastructure Bonds in the event of a Debt Service Shortfall. Assessment Revenue generated from the 2013 Facility Public Improvement Assessment, if collected by the City in the event of Debt Service Shortfall, that is pledged to pay Debt Service Shortfall for any one series of the 2013 Project Infrastructure Bonds is not pledged to pay Debt Service Shortfalls for any other series of 2013 Project Infrastructure Bonds. In connection with each series of 2013 Project Infrastructure Bonds, each respective issuer of the 2013 Project Infrastructure Bonds entered into a reimbursement agreement relating to each respective series of 2013 Project Infrastructure Bonds (such agreements are referred to collectively as the "2013 Reimbursement Agreements"). On January 19, 2021, the City issued its 2021 LGC Tax Refunding Bonds that refunded all of the outstanding 2013 LGC Tax Bonds; and, the City entered into a 2021 LGC Tax Bonds Reimbursement Agreement relating to the 2021 LGC Tax Refunding Bonds. The 2021 LGC Tax Bonds Reimbursement Agreement pledged the portion of the 2013 Facility Public Improvement Assessments previously allocated to the 2013 LGC Tax Bonds to the 2021 LGC Tax Refunding Bonds and replaced the 2013 LGC Tax Bonds Reimbursement Agreement in its entirety. Public Improvement Bonds secured in whole or in part by Assessments levied against Property in the District as additional security in the event of a Debt Service Shortfall, including the 2013 Project Infrastructure Bonds (but excluding the 2013 LGC Tax Bonds which were refunded by the 2021 LGC Tax Refunding Bonds) and the 2021 LGC Tax Refunding Bonds, are referred to collectively as "Project Infrastructure Bonds." The 396 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 5 1775.016\874945.7 2013 Reimbursement Agreements together with the 2021 LGC Tax Bonds Reimbursement Agreement are referred to collectively as the "Reimbursement Agreements." Assessment Revenue from the 2013 Facility Public Improvement Assessment levied against the Facility Property as additional security for any series of Project Infrastructure Bonds will be collected in the event of a Debt Service Shortfall in Semi-Annual Installments and deposited into the PID Operating Account as described below in Section 5.9 below. SECTION 3 ADDITIONAL FACILITY IMPROVEMENTS AND RELATED DEVELOPMENT IMPROVEMENTS 3.1 In addition to the 2013 Facility Public Improvement Assessment, the City has levied and will continue to levy Assessments (the "Additional Facility Assessments") unrelated to Project Infrastructure Bonds or the 2013 Public Improvements against the Facility Property for "Additional Facility Public Improvements" that fall into the following categories: (i) water, wastewater, and drainage facilities or improvements, including sanitary sewer facilities, storm water detention and retention facilities, and utility relocations related to such improvements; (ii) street and roadway improvements, including related traffic signalization, signage, sidewalks, curbs, gutters, streetscape, landscaping, drainage improvements, and utility relocations related to such street and roadway improvements; (iii) mass transit facilities; (iv) park improvements, (v) landscaping; (vi) lighting and signage; (vii) pedestrian malls; (viii) site improvements for any of the foregoing, including, but not limited to, grading, erosion control, wetlands mitigation, and floodplain reclamation; (ix) special supplemental services for improvement and promotion of the District, including services relating to advertising, promotion, health and sanitation, water and wastewater, public safety, security, business recruitment, development, recreation, and cultural enhancement; and (x) payment of expenses incurred in the administration and operation of the District. The Additional Facility Public Improvements for which Assessments have been previously levied are more particularly described in the special benefits reports attached to the 2015 Annual Service Plan Update, 2016 Annual Service Plan Update, 2017 Annual Service Plan Update, 2018 Annual Service Plan Update, 2019 Annual Service Plan Update, 2020 Annual Service Plan Update, 2021 Annual Service Plan Update, and in this Section 3 of this SAP Update. The Additional Facility Assessments have not been and will not be pledged as security for any series of Project Infrastructure Bonds. The Creation Resolution establishes a cap on the amount of total costs for which Assessments may be levied against the Facility Property and in no event shall the total amount of Assessments levied against the Facility Property for the 2013 Public Improvements and the Additional Facility Public Improvements exceed $150,000,000. 3.2 As described above in Section 2.2, the City deferred the 2013 Related Development Deferred Assessment for the remainder of the 2013 Public Improvements Cost in the amount of $11,400,000.00 for the portion of the 2013 Public Improvements that specially benefit the Related Development Property until the portion of the Related Development Property that is specially benefited by the 2013 Public Improvements could be identified. The City has levied, and intends to continue levying, additional Assessments against the Related Development Property for the remaining Related Development Public Improvements Cost (that do not include the 2013 Public Improvements) as portions of the Related Development Property that are specially benefited by the Related Development Public Improvements are developed. The costs 397 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 6 1775.016\874945.7 of certain Related Development Public Improvements and the method of allocation of such costs based on the benefit conferred by such Related Development Public Improvements are included in this SAP Update; and, additional information for the Related Development Public Improvements will be included in future updates to the Service and Assessment plan as development progresses. 3.3 The Related Development Public Improvements fall into the same categories as the 2013 Facility Public Improvements plus: (i) off street structured and surface parking facilities, (ii) special supplemental services for improvement and promotion of the District, including services relating to advertising, promotion, health and sanitation, water and wastewater, public safety, security, business recruitment, development, recreation, and cultural enhancement; and (iii) payment of expenses incurred in the administration and operation of the District. 3.4 Portions of the Related Development Property remain undeveloped, while other portions are under development or fully developed. Portions of the Property will be developed with additional mixed-use facilities including, but not limited to, entertainment, tourism, recreation, and convention facilities that will attract tourists, visitors, and shoppers from a wide geographic region, and hotels, retail stores, concessions, restaurants, and other facilities related to the entertainment, tourism, recreation, and convention uses (collectively, the "Related Development"). The portions of the Related Development currently under development include the following: the portion of the Property described as (1) Grandscape Addition, Phase II, Lot 6/Block A consisting of 2.015 acres and identified as Denton CAD Tax Parcel No. 692390; (2) Grandscape Addition, Phase II, Lot 7/Block A consisting of 2.105 acres and identified as Denton CAD Tax Parcel No. 692391; (3) Grandscape Addition, Phase II, Lot 8/Block A consisting of 2.944 acres and identified as Denton CAD Tax Parcel No. 653843; (4) Grandscape Addition, Phase II, Lot 9/Block A consisting of 2.683 acres and identified as Denton CAD Tax Parcel No. 653844; (5) Grandscape Addition Phase II, Lot 2R/Block B consisting of 1.903 acres and identified as Denton CAD Tax Parcel No. 692387; (6) Grandscape Addition Phase II, Lot 3R- X/Block B consisting of .301 acres and identified as Denton CAD Tax Parcel No. 692388; (7) Grandscape Addition Phase II, Lot 1/Block B consisting of 3.386 acres and identified as Denton CAD Tax Parcel No. 674231; (8) Grandscape Addition Phase II, Lot 1R/Block J consisting of 2.931 acres and identified as Denton DCAD Property ID No. 692379; (9) Grandscape Addition Phase II Lot 3X/Block J consisting of .204 acres and identified as Denton CAD Tax Parcel No. 692380; (10) Grandscape Addition Phase II, Lot 1(S pt)/Block H consisting of 8.551 acres and identified as Denton DCAD Property ID No. 732382; (11) Grandscape Addition Phase II, Lot 3(SE PT)/Block A consisting of 86.502 acres as identified as Denton CAD Property ID No’s. 748393,753491 and 753492; (12) Grandscape Addition Phase II BLK A LOT 3R consisting of 3.645 acres and identified as Denton CAD Tax Parcel No. 674218; (13) Grandscape Addition BLK B Lot 4 consisting of 1.925 acres and identified as Denton CAD Property ID No. 692389 (14) Grandscape Addition Phase II, Lot 3/Block A; (15) GRANDSCAPE ADDITION PHASE II BLK H LOT 4R2-1 consisting of 10.35 acres as identified as Denton CAD Property ID No. 1015683; (16) GRANDSCAPE ADDITION PHASE II BLK H LOT 4R1 consisting of 3.581 acres as identified as Denton CAD Property ID No. 1003642; (17) GRANDSCAPE ADDITION PHASE II BLK E LOT 1R consisting of 1.029 acres and Identified as Denton CAD Property ID No. 1004631’ (collectively 1.2(1)-(17) are, the "Related Development Property"). Certain public improvements (the "Related Development Public Improvements") are or will be required to serve the Related Development Property. The portion of the property described as Grandscape 398 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 7 1775.016\874945.7 Addition, Phase II, Lot 2/Block D consisting of approximately 16.421 acres and identified as Denton CAD Tax Parcels Nos. 957987, 704832, 957988, 957989, 957990, 957991 and 957992 (the "Waterfront Property") will be developed with a boardwalk and related amenities (the "Waterfront"), including public improvements required to serve the Waterfront (the "Waterfront Public Improvements", and together with the Related Development Public Improvements referred to collectively as the "Annual Related Development Public Improvements"). 3.5 All Additional Facility Public Improvements and Annual Related Development Public Improvements, and portions of the Property on which such Public Additional Facility Public Improvements and Annual Related Development Improvements are constructed, will remain owned by the City. 3.6 The annual costs for the Additional Facility Public Improvements, Waterfront Public Improvements and Related Development Public Improvements are estimated in the Official Report for the 2023-24 Public Improvements Cost attached as Exhibit B. The total cost of the Additional Facility Public Improvements is estimated to be $663,099.72 (the "2023-24 Additional Facility Public Improvements Cost") as shown on Exhibit B. The annual total cost of the Waterfront Public Improvements is estimated to be $57,209.68 (the "2023-24 Waterfront Public Improvements Cost") as shown on Exhibit B. The annual total cost of the Related Development Public Improvements is estimated to be $467,223.68 (the "2023-24 Related Development Public Improvements Cost") as shown on Exhibit B. The individual line item costs shown in the Official Report for each category of Additional Facility Public Improvements and Annual Related Development Public Improvements are estimates and may vary item-to-item so long as the cost of all Public Improvements do not exceed $1,187,533.08. The 2023-24 Additional Facility Public Improvements Cost, 2023-24 Waterfront Public Improvements Cost, and 2023-24 Related Development Public Improvements Cost are sometime referred to collectively as the "2023-24 Public Improvements Cost." A reconciliation of the 2022-23 Public Improvement Costs yielded a $233,805 surplus. To provide operations funding during the lag period between the budget commencement and the annual assessment collection $292,816 (90 days of operating costs) was allocated to a “Pre-paid Expense” line item. An additional $78,903 is being added to the total assessment to recover costs from parcel-specific services ("Direct Supplemental Services") as described in Exhibit D. The total sum of the 2023-24 Public Improvements Cost ($1,187,533.08), the 90 days of operating costs reserve ($292,816), and the parcel specific Direct Supplemental Services ($78,903) brings the overall 2023-24 costs to $1,559,252. The 2022-23 surplus of $223,805 was allocated proportionately to reduce the 2023- 24 Assessment from $1,559,252 to $1,335,447. 3.7 Assessments levied against the Facility Property, Related Development Property, or Waterfront Property for costs of the Additional Facility Public Improvements and Annual Related Development Public Improvements, as applicable, that are not pledged as security for Project Infrastructure Bonds shall be updated annually and shall be collected as described below in Section 5.10 and shall be deposited into a sub-account of the PID Operating Account and used solely for the purposes determined by the City Council at the time the Assessments are levied. 399 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 8 1775.016\874945.7 SECTION 4 SERVICE PLAN 4.1 This Section 4 is the Service Plan for the District. This Service Plan covers a period of at least five (5) years beginning with calendar year 2021 and defines the projected cost and annual indebtedness for the Public Improvements. The Service Plan shall be reviewed and updated at least annually for the purpose of determining the annual budget for the Public Improvements (each such update, a "Service Plan Update"). 4.2 As confirmed by the 2021 City Ordinance, the actual costs for the 2013 Public Improvements exceeded the estimated 2013 Public Improvements Cost of $94,800,000.00 described in the Original Service and Assessment Plan, the 2013 Official Report, and 2013 Special Benefit Analysis. The annual indebtedness for the 2013 Public Improvements for the next five years is shown on Exhibit C-1. The annual indebtedness for the 2013 Public Improvements Cost in any given year is the sum of the Semi-Annual Installments for the Project Infrastructure Bonds for the year. 4.3 The projected Additional Facility Public Improvements Cost is $663,099.72, and for the next five years is allocated as shown on Exhibit C-2. The annual indebtedness for the Additional Facility Public Improvements shown on Exhibit C-2 is a portion of the Additional Facility Assessment the City has levied or expects to levy against the Facility Property for each year shown. The Additional Facility Assessment will also include costs related to the 90 days of operating reserve apportioned to the Facility Property as well as any Direct Supplemental Services apportioned to the Facility Property which will be described in Exhibit D and will be updated each year. 4.4 The projected costs for the Annual Related Development Public are $524,433.36 and for the next five years such cost is allocated as shown on Exhibit C-3. The annual indebtedness for the Annual Related Development Public Improvements is a portion of the Assessments the City has levied or expects to levy against the Waterfront Property and Related Development Property for each year shown. The Assessments levied against the Waterfront Property and Related Development Property will also include costs related to the 90 days of operating reserve apportioned to the Waterfront Property and Related Development Property as well as any Direct Supplemental Services apportioned to the Waterfront Property and Related Development Property which will be described in Exhibit D and will be updated each year. 4.5 The form of notice required by Texas Property Code Section 5.014, as amended, is attached as Exhibit C-4. SECTION 5 ASSESSMENT PLAN 5.1 Method of Assessment. This Section 5 is the Assessment Plan for the District. This Assessment Plan assesses the Public Improvements Cost against the Property on the basis of the special benefits conferred on the Property by the Public Improvements. The Act provides that the Public Improvements Cost may be assessed equally per front foot or square foot (with or 400 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 9 1775.016\874945.7 without regard to the value of improvements constructed on the land) or in any other manner that results in imposing equal shares of the cost on property similarly benefited. 5.2 Best and Highest Use. Based on: (i) the size and location of the Property within the corporate limits of the City; (ii) the lack of public infrastructure to serve development of the Property; (iii) the proximity of the Property to public roadways and water and sewer facilities; (iv) the proximity of the Property to population and employment centers; (v) the scope and economic impact of the Facility, the Waterfront and the Related Development on the City, Denton County; and the north Texas region; (vi) existing and projected land uses in the vicinity of the Property; (vii) projected growth in the greater Dallas metropolitan area and, in particular, along the State Highway 121 corridor; and (viii) the quality of the proposed development within the Property, the City Council has determined that: (A) the best and highest use of the Property is for the development of the Facility, the Waterfront, and the Related Development; (B) achieving the best and highest use of the Property requires the Public Improvements; (C) without the Public Improvements the Property will not be developed to its best and highest use; (D) the establishment of the District provides an effective means of funding the Public Improvements to achieve the best and highest use for the Property without financial burden to the City; and (E) the Public Improvements will promote the interests of the City and confer a special benefit on the Property. 5.3 Assessments Against Facility Property. As described in Section 2.2 above, the City has levied the 2013 Facility Public Improvement Assessment in the amount of $83,400,000.00 against the Facility Property for the portion of the 2013 Public Improvements Cost that the City Council determined conferred a special benefit on the Facility Property. Based on the costs shown in the Official Report for the 2023-24 Public Improvements for the 2023-24 attached as Exhibit B and the Special Benefits Report attached as Exhibit D, the City has levied $691,853.18 in Assessments against the Facility Property as shown on the Assessment Roll attached as Exhibit E which consists of $663,099.72 for the 2023-24 Additional Facility Public Improvements Costs plus $28,753.46 or approximately 41.66% the 90 days of operating costs (after accounting for the 2022-23 surplus as described in Section 3.6 above) apportioned to the Facility Property based on the benefit analysis described in Exhibit D. As the Facility Property is specially benefitted by Additional Facility Improvements, the City intends to continue to levy Assessments against the Facility Property. The Creation Resolution establishes a cap on the amount of the total costs for which Assessments may be levied against the Facility Property and in no event shall the total amount of Assessments levied against the Facility Property for the 2013 Public Improvements and the Additional Public Improvement exceed $150,000,000. As shown in Paragraphs 1 and 2 of Section 7 below, a total of $91,314,251.77 has been levied against the Facility Property, consisting of $83,400,000.00 for the 2013 Public Improvements and $7,914,251.77 for the Additional Facility Public Improvements. 5.4 Assessments Against Related Development Property. As described in Section 2.2 above, the City deferred assessment of the remainder of the 2013 Public Improvements Cost in the amount of $11,400,000.00 for the portion of the 2013 Public Improvements that specially benefit the Related Development Property (the "2013 Related Development Deferred Assessment") until the portion of the Related Development Property (which included the Waterfront Property at the time of the deferral) that is specially benefited by the 2013 Public Improvements could be 401 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 10 1775.016\874945.7 identified. The deferral of the levy of the 2013 Related Development Deferred Assessment in the amount of $11,400,000.00 under the 2013 Assessment Ordinance is hereby restated and shall be deferred until the development of the Property is certified as complete by the owner. Based on the costs shown in the Official Report for the 2023-24 Public Improvements attached as Exhibit B and the Special Benefits Report attached as Exhibit D, the City has levied Assessments in the amount of $61,601.36 against the Waterfront Property and $581,992.92 against the Related Development Property for the 2023-24 Related Development Public Improvements as shown on the Assessment Roll attached as Exhibit E. As portions of the Related Development Property that are specially benefited by the Related Development Public Improvements are developed, the City intends to continue to levy additional Assessments against the Related Development Property for the remaining Related Development Public Improvements Costs and (that do not include the 2013 Public Improvements) as described in Section 3.2 above. The costs of such Related Development Public Improvements and the method of allocation of such costs based on the benefit conferred by such Related Development Public Improvements for which Assessments (as shown on Exhibit E, the "2023-24 Related Development Assessment") are being levied in accordance this SAP Update are described herein. As portions of the Waterfront Property that are specially benefited by the Waterfront Public Improvements are developed, the City intends to continue to levy additional Assessments against the Waterfront Property for Waterfront Public Improvements Costs. The costs of such Waterfront Public Improvements and the method of allocation of such costs based on the benefit conferred by such Waterfront Public Improvements for which Assessments (as shown on Exhibit E, the "2023-24 Waterfront Assessment") are being levied in accordance this SAP Update are described herein. The Creation Resolution establishes a cap of $150,000,000 of the total costs for which Assessments may be levied for the "Related Improvements Costs" (as defined in the Creation Resolution). As shown in Paragraph 3 of Section 7 below, a total of $5,387,875.49 has been levied for the Annual Related Development Public Improvements (consisting of the Waterfront Public Improvements and Related Development Public Improvements) which does NOT include the 2013 Related Development Deferred Assessment in the amount of $11,400,00.00. 5.5 Adjustment of Assessments. With the exception of the 2013 Facility Public Improvement Assessment, the Assessments described in this Section 5 are based on estimates of the Public Improvements Costs until construction of such Public Improvement, or provision of services if applicable, is complete. If the actual cost of the Public Improvements is less than the estimates, the Assessments shall be reduced as determined by the Administrator and approved by the City Council in a Service Plan Update. 5.6 Subdivision; Change to Tax Exempt. 5.6.1 Upon Subdivision. If the Facility Property is subdivided, any Assessment levied against the Facility Property shall be reallocated as described in Section 4.6.1 of the Service and Assessment Plan. Additionally, other than annual Assessments for the Annual Related Development Public Improvements that are not pledged as security to any series of PID bonds, any Assessment against Related Development Property will not be reallocated among subdivided Parcels until the development of the Related Development Property is certified as complete by the owner. If the Related Development Property or Waterfront Property is subdivided, the annual Assessment levied against 402 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 11 1775.016\874945.7 Related Development Property or Waterfront Property under this SAP Update for the Annual Related Development Public Improvements will be reallocated among the subdivided Parcels on a per-acre basis as determined by the Administrator and reflected in a Service Plan Update approved by the City Council after a public hearing for which notice addressed to "Property Owner" has been mailed, regular mail, to the current address of the owner of the property being subdivided as reflected on the tax rolls. 5.6.2 Upon Becoming Tax Exempt. If any portion of the Facility Property becomes exempt from the payment of ad valorem taxes, the owner of such portion shall pay to the City the unpaid principal amount of the Assessment allocated (on a per-acre basis) to such portion of the Facility Property plus, if applicable, accrued interest through the date of payment. Prepayment Costs, if any, shall be paid as a Semi-Annual Administrative Cost. If any portion of the Related Development Property or Waterfront Property becomes exempt from the payment of ad valorem taxes, the owner of such portion shall pay to the City the unpaid principal amount of the Assessment allocated (on a per-acre basis) to such portion of the Property. 5.7 Prepayment of Assessments. The unpaid principal amount of an Assessment may be prepaid in full or in part at any time, together with accrued interest, if any, through the date of prepayment; whereupon the Assessment and corresponding assessment lien automatically terminate and shall be reduced to zero in a Service Plan Update. Prepayment Costs, if any, may be paid by the Administrator from Semi-Annual Administrative Cost. 5.8 Accrual of Interest. Assessments shall not bear interest except for interest authorized by Section 372.018(a) of the Act. Assessments that are deferred may bear interest as approved by the City Council at the time the Assessments are levied. 5.9 Semi-Annual Installments of Assessments Related to Project Infrastructure Bonds. Assessments levied against the Facility Property and/or the Related Development Property and pledged as security to any series of Project Infrastructure Bonds, including the 2013 Facility Public Improvement Assessment securing the 2013 Project Infrastructure Bonds and 2021 LGC Tax Refunding Bonds, shall be due and payable to the City in Semi-Annual Installments as set forth in the applicable Reimbursement Agreement beginning on the date stated in the applicable Reimbursement Agreement and continuing every March 1 and September 1 thereafter and will be delinquent if not paid within three calendar days after it is due and payable. Semi-Annual Installments are not required to be level amounts and will vary depending on Semi-Annual District Expenses and the amounts, if any, of Debt Service Shortfalls. For so long as any Project Infrastructure Bonds remain outstanding, each of the Corporations, pursuant to a Reimbursement Agreement, is required to calculate its respective Debt Service Shortfall amount for each bond issue based on the "Bond Debt Service" schedules attached as Exhibit E-1, and each Corporation shall certify such Debt Service Shortfall amount to the City no later than each February 1 or August 1 commencing August 1, 2013 (each a "Semi-Annual Calculation Date"). Upon notification of each Debt Service Shortfall amount due for each bond issue, the City shall calculate the amount of the Semi-Annual Installment and shall submit a bill to each property owner no later than each February 15 and August 15 (each a "Semi-Annual Billing Date"). The City will use all reasonable efforts to collect Semi-Annual Installments before they become 403 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 12 1775.016\874945.7 delinquent. If a Semi-Annual Installment becomes delinquent, all remedies at law or under the Act shall be available to the City. If a Debt Service Shortfall is anticipated for more than one series of Project Infrastructure Bonds, a portion of the funds in the PID Operating Account shall be transferred on a pro-rata basis to separate sub-accounts corresponding to each issue of Project Infrastructure Bonds for which a Debt Service Shortfall is anticipated to occur; and, such amounts shall be paid by the City from such sub-accounts to each of the Corporations under the applicable Reimbursement Agreement to pay Debt Service Shortfalls for the applicable series of Project Infrastructure Bonds. As required under each respective Reimbursement Agreement, each Corporation calculated any anticipated Debt Service Shortfall based on the Bond Debt Service schedules no later than February 1, 2023 and August 1, 2023; and, each Corporation determined there would be no Debt Service Shortfall and no Semi-Annual Installments were required to be paid for calendar year 2023. 5.10 Annual Payment of Assessments Not Related to Project Infrastructure Bonds. Assessments levied against the Facility Property or the Related Development Property for costs of the Additional Facility Public Improvements or the Related Development Public Improvements that are not pledged as security for Project Infrastructure Bonds shall be updated annually and shall be collected by the City in the same manner and at the same time as ad valorem taxes in the amount shown on the Assessment Rolls attached to each Annual Service Plan Update. Such Assessments shall be due when billed and shall be delinquent if not paid prior to February 1 of the following year. Failure of a landowner to receive an invoice for such Assessment on the property tax bill shall not relieve the landowner of the responsibility for payment of the Assessment. Assessment Revenue collected by the City from Assessments levied against the Facility Property or the Related Development Property for Additional Facility Public Improvements and/or Related Development Public Improvements based on the special benefit conferred by such Additional Facility Public Improvements or the Related Development Public Improvements that is not pledged as security for any series of Project Infrastructure Bonds and shall be deposited into a sub-account of the PID Operating Account and used solely for the purposes determined by the City Council at the time the Assessments are levied. 5.11 PID Operating Account. Assessment Revenue from the collection of Semi-Annual Installments of an Assessment against the Facility Property and/or Related Development Property in connection with the issuance of a series of Project Infrastructure Bonds will be deposited by the City into the PID Operating Account, including sub-accounts corresponding to each issue of Project Infrastructure Bonds, as applicable, immediately upon receipt and will be transferred by the City to the respective Corporations, or to the applicable trustee(s) for the benefit of such Corporations, to pay Debt Service Shortfalls, if any, by September 5, 2013, and by each March 5 and September 5 thereafter for so long as Project Infrastructure Bonds are outstanding. Assessment Revenue from the collection of an Assessment against the Facility Property and/or Related Development Property unrelated to the issuance of a series of Project Infrastructure Bonds will be deposited by the City into the PID Operating Account, including sub-accounts as applicable, immediately upon receipt and shall be used solely for the purposes determined by the City Council at the time such Assessments were levied. Any Assessment Revenue due to the Corporations on any such date but collected by the City after the due date shall be transferred to the respective Corporations or applicable trustee(s) within two business days. Assessment Revenue from the collection of any Assessment against the Property will be 404 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 13 1775.016\874945.7 deposited by the City into the PID Operating Account for Annual Assessments. Assessment Revenue from the 2023 Related Development Assessment against all or any portion of the Property will be collected in lump sum with 30 days of the levy of the assessment or with the annual property tax collection and deposited into a segregated operating account (the "PID Operating Account for Annual Assessments") created and controlled by the City. Interest earned on the PID Operating Account for Annual Assessments shall be added to and become part of the PID Operating Account for Annual Assessments. The PID Operating Account for Annual Assessments is a separate account and segregated from the "PID Operating Account" described in the Service and Assessment Plan that was created pursuant to the 2013 Assessment Ordinance (such account is referred to herein as the "PID Operating Account for Pledged Revenues.") All Assessment Revenue from the 2013 Facility Public Improvement Assessment and the 2013 Related Development Deferred Assessment levied pursuant to Ordinance No. 2013-1992 shall be deposited into the PID Operating Account for Pledged Revenues and transferred from that account, if at all, consistent with the requirements of 2013 Assessment Ordinance and the trust indentures governing the Project Infrastructure Bonds. All Assessment Revenue from any Assessment levied on an annual basis shall be deposited into the PID Operating Account for Annual Assessments and used solely for the purposes determined by the City Council at the time the Assessments are levied. 5.12 Reduction of Assessment Against the Property. The Assessment against the Facility Property (and the corresponding assessment lien) shall be reduced by the sum of all amounts by which the outstanding principal of the Project Infrastructure Bonds for which the PID Operating Account is pledged, as additional security, are reduced and by sum of all prepayments of the Assessment made pursuant to Section 5.7. The current outstanding principal amount of the Assessments levied against the Facility Property based on the debt service schedules related to the Project Infrastructure Bonds attached as Exhibit E-1 is set forth in Section 7 below. The Assessment against the Property (and the corresponding assessment lien) shall be reduced by the sum of all amounts by which the Public Improvement Costs are reduced. 5.13 Security for Payment. All payments due in accordance with the Service and Assessment Plan as updated by this SAP Update shall be treated the same with respect to the liens created to secure payment and the rights of the City, including foreclosure, in the event of delinquencies. Any foreclosure sale of a Parcel for nonpayment of any such amounts shall be subject to a continuing lien for the remaining unpaid amounts in accordance with state law. All assessment liens created pursuant to the 2013 Assessment Ordinance are superior to any lien created by any other ordinance approving an Annual Service Plan Update, including this SAP Update. 5.14 Release of Lien. When an Assessment has been paid in full, the Administrator shall notify the City, and the City shall execute a release, in recordable form, evidencing full payment of the Assessment and the unconditional release of the lien securing payment of the Assessment. All releases shall be reflected in a Service Plan Update. 5.15 Findings and Determinations. The findings and determinations by the City Council set forth in this Service and Assessment Plan are based on: (i) the 2013 Official Report prepared by Graham Associates, Inc.; (ii) the 2013 Special Benefits Report prepared by Graham Associates, Inc.; (iii) evidence and testimony presented to the City Council; and (iv) information made 405 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 14 1775.016\874945.7 available to the City Council. The City Council hereby confirms and ratifies the findings and determinations made by the City Council in the 2015 Assessment Ordinance, 2016 Assessment Ordinance, 2017 Assessment Ordinance, 2018 Assessment Ordinance, 2019 Assessment Ordinance and 2020 Assessment Ordinance, including the special benefits reports and annual service plan updates attached thereto. The City Council has relied on the information contained in the 2013 Official Report, 2013 Special Benefits Report, the reports and special benefit analysis contained in each Annual Service Plan Update, evidence, and testimony in the preparation and approval of this Service and Assessment Plan and the allocation of the Public Improvements Cost to the Property. Such findings and determinations represent the discretionary exercise by the City Council of its legislative and governmental authority and power, and such findings and determinations are conclusive and binding on the current and future owners of the Property. The Corporations have concurred in and approved the findings and determinations by the City Council as set forth in this Service and Assessment Plan and have otherwise concurred in and approved this Service and Assessment Plan and the levy of Assessments against the Property. The Corporations have acknowledged that the Property is subject to payment of Assessments and/or Semi-Annual Installments as provided in this Service and Assessment Plan and in the Reimbursement Agreements. SECTION 6 ANNUAL BUDGET FOR PUBLIC IMPROVEMENTS 6.1 2013 Public Improvements Costs. On January 19, 2021, the City approved Ordinance No. 2021-2430 (the "2021 City Ordinance"), approving the Service and Assessment Plan and making certain finding and determinations related to the District. In the 2021 City Ordinance, the City Council ratified and confirmed the allocation of the 2013 Public Improvements Cost approved by the 2013 Assessment Ordinance and Original Service and Assessment Plan as follows: (1) $83,400,000 for the special benefit to the Facility Property for which the 2013 Facility Public Improvement Assessment was levied, and (2) $11,400,000.00 for the benefit to the Related Development Property for which the 2013 Related Development Deferred Assessment has been deferred. Additionally, the 2021 City Ordinance confirmed that the actual costs for the 2013 Public Improvements exceeded the estimated 2013 Public Improvements Cost of $94,800,000.00 described in the Original Service and Assessment Plan, the 2013 Official Report, and 2013 Special Benefit Analysis. 6.2 2023 Public Improvements Cost. The City Council has received, reviewed, and approved that certain SPECIAL BENEFITS REPORT, The City of The Colony Public Improvement District No. 1, The Colony, Texas dated August 15 th, 2023 prepared by Executive Business Liaison Jeremie Maurina, a copy of which is attached as Exhibit D (the "2023-24 Special Benefits Report”). The individual line item costs shown in the 2023 Special Benefits Report for each category of improvements are estimates and may vary item-to-item so long as the Public Improvements Cost does not exceed $1,187,533.08 (which does not include the $292,816 for 90 days of operating costs plus $78,903 Direct Supplemental Services minus the $223,805 2022-23 surplus). 406 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 15 1775.016\874945.7 SECTION 7 ASSESSMENT ROLL This Section 7 describes the Assessment Roll for the District. The Assessment Roll is set forth on Exhibit E and consists of: 1.The 2013 Facility Public Improvement Assessment originally levied in principal amount of $83,400,000.00 by the 2013 Assessment Ordinance with an outstanding principal amount of $77,842,986 as of December 31, 2022. The 2013 Facility Public Improvement Assessment is allocated as follows among the Project Infrastructure Bonds: Pro-Rata Share(1) Allocated Portion of Original 2013 Facility Public Improvement Assessment Outstanding Principal Amount of 2013 Facility Public Improvement Assessment 2013 LGC Sales Tax Bonds 16.80%$14,011,200 $ 13,203,625 (2) 2021 LGC Tax Refunding Bonds(3)20.60%$17,180,400(3)$ 16,022,715 (2) 2013 Type A Bonds 31.30%$26,104,200 $ 24,308,323 (2) 2013 Type B Bonds 31.30%$26,104,200 $ 24,308,323 (2) (1) Pro-rata allocation of the original principal amount of the $83,400,000 2013 Facility Public Improvement Assessment was based on the par amount of each series of 2013 Project Infrastructure Bonds issued as a percentage of the total par amount of all 2013 Project Infrastructure Bonds. (2)In accordance with Section 5.12 above, the principal amount of the 2013 Facility Public Improvement Assessment was reduced by the sum of all amounts by which the outstanding principal amount of the 2013 Project Infrastructure Bonds have been reduced. As of December 31, 2021, the outstanding par amount of the 2013 Project Infrastructure Bonds (with the 2021 LGC Tax Refunding Bonds) was $88,253,000 thus reducing the outstanding 2013 Facility Public Improvement Assessment to $77,842,986. The following Semi-Annual Installments have been collected to pay Debt Service Shortfalls on the 2013 LGC Sales Tax Bonds: on February 14, 2017 in the amount of $500,081.25; on July 17, 2017 in the amount of $1,158,162.50; on July 16, 2018 in the amount of $1,294,662.50; and on July 25, 2019 in the amount of $1,306,963.00 for a total of $4,259,869.25 which payments do not reduce the principal amount of the 2013 Facility Public Improvement Assessment. (3) The pro-rata share of the 2013 Facility Public Improvement Assessment that formerly secured the 2013 LGC Tax Bonds now secures the 2021 LGC Tax Refunding Bonds. [Remainder of page left blank intentionally.] 407 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 16 1775.016\874945.7 2. Assessments related to the Additional Facility Public Improvements: Original Principal Amount Levied Outstanding as of 9/6/23 2015 Facility Assessment(1)$959,247.96 $0.00 2015-16 Facility Assessment(2)$1,218,234.83 $0.00 2016 Facility Assessment $875,155.64 $0.00 2017 Facility Assessment $658,465.00 $0.00 2018 Facility Assessment $810,379.62 $0.00 2019 Facility Assessment $570,667.99 $0.00 2020 Facility Assessment $862,382.25 $0.00 2021 Facility Assessment $535,879.94 $0.00 2022 Facility Assessment $731,985.36 $0.00 2023 Facility Assessment $691,853.18 $691,853.18 TOTAL:$7,914,251.77 (1)Levied under Ordinance No. 2015-2136 approved on May 5, 2015. (2)Levied under Ordinance No. 2015-2160 approved on September 15, 2015. 3.Assessments related to the Annual Related Development Public Improvements:1 Original Principal Amount Levied Outstanding as of 9/6/221 2015 Related Development Assessment(1)$420,053.04 $0.00 2015-16 Related Development Assessment(2)$236,757.17 $0.00 2016 Related Development Assessment $287,680.36 $0.00 2017 Related Development Assessment $872,993.00 $0.00 2018 Related Development Assessment $687,426.36 $0.00 2019 Related Development Assessment $490,441.03 $0.00 2020 Related Development Assessment $810,043.90 $0.00 2021 Related Development Assessment $366,446.95 $0.00 2022 Related Development Assessment $572,445.40 $0.00 2023 Related Development Assessment $643,597.28 $643,597.28 TOTAL:$5,387,884.49 (1)Levied under Ordinance No. 2015-2136 approved on May 5, 2015. (2)Levied under Ordinance No. 2015-2160 approved on September 15, 2015. 1 Includes the Assessments levied against the Waterfront Property and the Related Development Property. Excludes the 2013 Related Development Deferred Assessment. 408 The Colony Public Improvement District No. 1 Annual Service and Assessment Plan Update - Page 17 1775.016\874945.7 As authorized by the Act, the assessment of the 2013 Related Development Deferred Assessment in the amount of $11,400,000 for the portion of the 2013 Facility Public Improvements that benefit the Related Development Property remains deferred until the development of the Related Development Property is certified as complete by the owner which will be the time at which the special benefit conferred on the Related Development Property can be determined with certainty. SECTION 8 ADDITIONAL PROVISIONS 8.1 Severability. The provisions of this Service and Assessment Plan are intended to be severable. In the event any provision of this Service and Assessment Plan, or the application thereof to any person or circumstance, is held or determined to be invalid, illegal, or unenforceable, and if such invalidity, unenforceability, or illegality does not cause substantial deviation from the underlying intent of the City Council as expressed in this Service and Assessment Plan, then such provision shall be deemed severed from this Service and Assessment Plan with respect to such person, entity, or circumstance without invalidating the remainder of this Service and Assessment Plan or the application of such provision to other persons, entities, or circumstances. 8.2 Exhibits. The following exhibits are part of this Service and Assessment Plan: Exhibit A Legal Description of the Property Exhibit A-1 Depiction of the Property Exhibit B Official Report – 2022 Public Improvements Cost Exhibit C-1 Service Plan: Five-Year Projection of 2013 Public Improvements Exhibit C-2 Service Plan: Five-Year Projection of Additional Facility Public Improvements Costs Exhibit C-3 Service Plan: Five-Year Projection of Related Development Public Improvements Costs Exhibit C-4 Form of Notice Required by Texas Property Code Section 5.014 Exhibit D Special Benefits Report Exhibit E Assessment Roll Exhibit E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfall Exhibit F Chronological History of City Council Legislative Actions for the District 409 Exhibit A Legal Description of the Property (439.12 Acres) Exhibit A to The Colony SAP – Legal Description of the Property - Page 1 1775.016\874945.7 Being a 439.12 acre tract of land situated in the B.B.B & C.R.R. Survey, Abstract No. 173, B.B.B. & C. Survey, Abstract No. 174, Thomas A. West Survey, Abstract No. 1344, and the M.D.T. Hallmark Survey, Abstract No. 570, Denton County, Texas, and being all of a tract of land conveyed by deed to 121 Acquisition Company, LLC., as recorded in Instrument No. 2011-114773, 2011-121444, and 2011-112195, Deed Records, Denton County, Texas, and a portion of Plano Parkway and a portion of Burlington Northern Railroad tract, and being more particularly described as follows: BEGINNING at a found TxDOT monument, said point being the northwest corner of said 121 Acquisition Company, LLC tract and being in the south right-of-way line of State Highway 121 (having a variable width R.O.W.); THENCE North 63°32'06" East, along said south right-of-way line, a distance of 130.52 feet to a point for corner; THENCE North 60°22'33" East, continuing along said south right-of-way line, a distance of 80.86 feet to a point for corner; THENCE South 29°13'03" East, continuing along said south right-of-way line, a distance of 50.00 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 219.64 feet to a point for corner, said point being in the west right-of-way line of Plano Parkway (100 ft R.O.W.); THENCE North 50°53'35" East, leaving said south right-of-way line, and leaving said west right-of-way line, a distance of 100.00 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 950.00 feet and a central angle of 1°26'54" and a long chord which bears North 38°22'58" West, 24.01 feet, said point being in the east right-of-way line of said Plano Parkway; THENCE along said east right-of-way line, and along said non-tangent curve to the right an arc distance of 24.01 feet to a point for corner, said point being the most southerly point of a corner-clip of the intersection of said east right-of-way line of Plano Parkway and the south right-of-way line of said State highway 121; THENCE North 08°46'31" East, along said corner-clip, a distance of 26.03 feet to a point for corner, said point being in the south right-of-way line of said State highway 121; THENCE North 60°47'38" East, along said south right-of-way line, a distance of 203.71 feet to a point for corner; THENCE North 58°17'36" East, continuing along said south right-of-way line, a distance of 252.11 feet to a point for corner; THENCE North 55°47'40" East, continuing along said south right-of-way line, a distance of 105.11 feet to a point for corner; THENCE North 58°17'42" East, continuing along said south right-of-way line, a distance of 248.62 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 263.85 feet to a point for corner; THENCE North 76°30'51" East, continuing along said south right-of-way line, a distance of 92.27 feet to a point for corner; THENCE North 65°56'12" East, continuing along said south right-of-way line, a distance of 100.40 feet to a point for corner; THENCE North 64°13'39" East, continuing along said south right-of-way line, a distance of 100.18 feet to a point for corner; THENCE North 60°16'36" East, continuing along said south right-of-way line, a distance of 39.88 feet to a point for corner; THENCE South 74°12'01" East, continuing along said south right-of-way line, a distance of 70.70 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 64.12 feet to a point for corner; THENCE North 15°47'17" East, continuing along said south right-of-way line, a distance of 73.27 feet to a point for corner; 410 Exhibit A Legal Description of the Property (439.12 Acres) Exhibit A to The Colony SAP – Legal Description of the Property - Page 2 1775.016\874945.7 THENCE North 59°04'32" East, continuing along said south right-of-way line, a distance of 94.25 feet to a point for corner; THENCE North 55°39'04" East, continuing along said south right-of-way line, a distance of 100.40 feet to a point for corner; THENCE North 47°37'54" East, continuing along said south right-of-way line, a distance of 114.18 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 3800.00 feet to a point for corner; THENCE North 65°20'10" East, continuing along said south right-of-way line, a distance of 189.41 feet to a point for corner; THENCE North 61°56'23" East, continuing along said south right-of-way line, a distance of 100.02 feet to a point for corner; THENCE North 63°39'23" East, continuing along said south right-of-way line, a distance of 100.12 feet to a point for corner; THENCE North 64°47'53" East, continuing along said south right-of-way line, a distance of 100.24 feet to a point for corner; THENCE North 66°30'16" East, continuing along said south right-of-way line, a distance of 201.00 feet to a point for corner; THENCE North 65°56'12" East, continuing along said south right-of-way line, a distance of 100.40 feet to a point for corner; THENCE North 66°30'16" East, continuing along said south right-of-way line, a distance of 100.50 feet to a point for corner; THENCE North 63°05'04" East, continuing along said south right-of-way line, a distance of 100.08 feet to a point for corner; THENCE North 64°13'39" East, continuing along said south right-of-way line, a distance of 100.18 feet to a point for corner; THENCE North 83°05'27" East, continuing along said south right-of-way line, a distance of 69.58 feet to a point for corner; THENCE North 60°39'18" East, continuing along said south right-of-way line, a distance of 33.81 feet to a point for corner, said point being in the west right-of-way line of Burlington Northern Railroad (having a variable width R.O.W.); THENCE North 60°38'52" East, leaving said west right-of-way line, a distance of 107.30 feet to a point for corner, said point being in the east right-of-way line of said Burlington Northern Railroad; THENCE North 60°45'58" East, leaving said east right-of-way line, continuing along said south right-of-way line of State Highway 121, a distance of 254.35 feet to a point for corner; THENCE North 63°19'02" East, continuing along said south right-of-way line, a distance of 585.96 feet to a point for corner; THENCE North 60°52'09" East, continuing along said south right-of-way line, a distance of 369.37 feet to a point for corner, said point being in the west right-of-way line of West Spring Creek Parkway (having a 160 ft R.O.W.); THENCE South 29°24'43" East, leaving said south right-of-way line, and along said west right-of-way line, a distance of 265.52 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 970.00 feet and a central angle of 29°13'42", and a long chord which bears South 14°53'13" East, 489.48 feet; THENCE continuing along said west right-of-way line, and along said non-tangent curve to the right an arc distance of 494.83 feet to a point for corner; THENCE South 00°22'42" East, continuing along said west right-of-way line, a distance of 476.17 feet to a point for corner; 411 Exhibit A Legal Description of the Property (439.12 Acres) Exhibit A to The Colony SAP – Legal Description of the Property - Page 3 1775.016\874945.7 THENCE South 00°23'35" East, continuing along said west right-of-way line, a distance of 864.92 feet to a point for corner, said point being in the north line of Kings Ridge Addition, Phase Three, as recorded in Cabinet X, Page 450, Plat Records, Denton County, Texas; THENCE South 89°40'20" West, leaving said west right-of-way line, and along said north line, a distance of 1199.93 feet to a point for corner, said point being in the east right-of-way line of said Burlington Northern Railroad; THENCE North 87°39'44" West, leaving said north line, leaving said east right-of-way line, a distance of 101.16 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 3703.75 feet and a central angle of 3°44'19" and a long chord which bears South 04°12'25" West, 241.62 feet, said point being in the west right-of-way line of said Burlington Northern Railroad; THENCE along said east right-of-way line, and along said non-tangent curve to the right an arc distance of 241.67 feet to a point for corner; THENCE South 06°04'35" West, continuing along said east right-of-way line, a distance of 2524.64 feet to a point for corner; THENCE North 83°17'00" West, continuing along said east right-of-way line, a distance of 190.16 feet to a point for corner; THENCE South 00°51'51" East, continuing along said east right-of-way line, a distance of 970.10 feet to a point for corner; THENCE South 89°03'50" West, continuing along said east right-of-way line, a distance of 31.06 feet to a point for corner; THENCE South 01°14'37" East, continuing along said east right-of-way line, a distance of 447.78 feet to a point for corner; THENCE North 87°06'22" West, leaving said east right-of-way line, a distance of 1240.48 feet to a point for corner, for the beginning of a non-tangent curve to the left having a radius of 1130.00 feet and a central angle of 103°16'58", and a long chord which bears North 38°43'34" West, 1772.16 feet, said point being in the east right-of-way line of said Plano Parkway; THENCE along said east right-of-way line, and along said non-tangent curve to the left an arc distance of 2036.97 feet to a point for corner; THENCE South 89°38'05" West, continuing along said east right-of-way line, a distance of 647.23 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 950.00 feet and a central angle of 40°05'36" and a long chord which bears North 70°19'29" West, 651.29 feet; THENCE continuing along said east right-of-way line, and along said non-tangent curve to the right an arc distance of 664.77 feet to a point for corner, for the beginning of a reverse curve to the left having a radius of 1050.00 feet and a central angle of 40°15'06" and a long chord which bears North 70°25'01" West, 722.57 feet; THENCE continuing along said east right-of-way line, and along said curve to the left an arc distance of 737.65 feet to a point for corner; THENCE South 89°31'25" West, continuing along said east right-of-way line, a distance of 623.83 feet to a point for corner, for the beginning of a tangent curve to the right having a radius of 950.00 feet, a central angle of 0°48'07", and a long chord which bears South 89°55'28" West, 13.21 feet; THENCE continuing along said east right-of-way line, along said curve to the right, an arc distance of 13.21 feet to a point for corner; THENCE South 00°19'22" West, leaving said east right-of-way line, a distance of 100.00 feet to a point for corner, said point being in the west right-of-way line of said Plano Parkway; THENCE South 89°58'40" West, leaving said west right-of-way line, a distance of 1210.45 feet to a point for corner; THENCE North 00°25'18" West, a distance of 226.47 feet to the POINT OF BEGINNING and CONTAINING 19,128,279 square feet, 439.12 acres of land, more or less. 412 Exhibit A-1 Depiction of the Property Exhibit A-1 to The Colony SAP – Depiction of the Property - Page 1 1775.016\874945.7 413 EXHIBIT B Exhibit B to The Colony SAP – Official Report - Public Improvement Cost - Page 1 1775.016\874945.7 OFFICIAL REPORT 2023 PUBLIC IMPROVEMENTS COST The City of The Colony Public Improvement District No. 1 The Colony, Texas PREPARED BY: Jeremie Maurina, Executive Business Liaison DATED: August 15th, 2023 414 Exhibit B Exhibit B to The Colony SAP – Official Report - Public Improvements Cost - Page 2 1775.016\874945.7 Official Report - Public Improvements Cost 1 1 Costs shown do not include costs related to 90 days of operating costs or costs related to Direct Supplemental Services. See Exhibit D (Special Benefits Reports) for information about these costs. Public Improvements Facility Waterfront Related Development TOTALS Traffic management system $45,745.79 $0 $0 $45,745.79 Enhanced police services $242,787.29 $0 $0 $242,787.29 Enhanced Development Services $0 $0 $0 $0 Street and roadway improvements $363.317.14 $55,491.48 $453,191.38 $872,000.00 Lake maintenance $11,249.50 $1,718.20 $14,032.30 $27,000 TOTALS $663,099.72 $57,209.68 $467,223.68 $1,187,533.08 415 Exhibit C-1 Service Plan: Five-Year Projection of Annual Indebtedness Related to 2013 Facility Public Improvements Exhibit C-1 to The Colony SAP - Projection of Annual Indebtedness Related to 2013 Facility Public Improvements Cost - Page 1 1775.016\874945.7 Year Principal1 Semi-Annual Collection Costs2 Delinquent Collection Costs3 Annual Administrative Costs4 Estimated Annual Indebtedness 2023 See Sections 4.2 and 5.9 $5,000 $0 $5,000 See Section 5.9 2024 See Sections 4.2 and 5.9 $5,000 $0 $5,000 See Section 5.9 2025 See Sections 4.2 and 5.9 $5,000 $0 $5,000 See Section 5.9 2026 See Sections 4.2 and 5.9 $5,000 $0 $5,000 See Section 5.9 2027 See Sections 4.2 and 5.9 $5,000 $0 $5,000 See Section 5.9 1.See Section 7, Paragraph 1 for the outstanding Principal Amount of the 2013 Facility Public Improvement Assessment as of September 7th, 2021. The annual indebtedness for the 2013 Public Improvements Cost in any given year is the sum of the Semi-Annual Installments for the Project Infrastructure Bonds for the year. 2.Semi-Annual Collection Costs may be increased or reduced as part of each Service Plan Update. If the Semi-Annual Collection Costs collected are less than the Semi-Annual Collection Costs paid or incurred, the deficit may be carried forward and added to the Semi-Annual Collection Costs for the next year or paid as Semi-Annual Administrative Costs. If the Semi-Annual Collection Costs collected exceed the Semi-Annual Collection Costs paid or incurred, the excess shall be carried forward to reduce the Semi- Annual Collection Costs for the next year. Semi-Annual Collection Costs shall be allocated pro rata among all Parcels with unpaid Assessments. 3.This exhibit includes no Delinquent Collection Costs. The actual amount of Delinquent Collection Costs attributable to a Parcel will, if not paid upon demand, be added to the Semi-Annual Installment for the Parcel as part of the Service Plan Update for the next year. If Delinquent Collection Costs remain unpaid, they will continue to be added to the Semi-Annual Installment for the Parcel as part of the Service Plan Update for the next year. 4.Semi-Annual Administrative Costs (up to the maximum amount determined by the additional interest authorized by Section 372.018(a) of the Act) are estimated and may be increased or reduced as part of each Service Plan Update. If the Semi-Annual Administrative Costs collected are not enough to pay the Semi-Annual Administrative Costs paid or incurred, the deficit may be carried forward and added to the Semi-Annual Administrative Costs for the next year. If the Semi-Annual Administrative Costs collected exceed the Semi-Annual Administrative Costs paid or incurred, the excess shall be carried forward to reduce the Semi-Annual Administration Costs for the next year. Semi- Annual Administrative Costs shall be allocated pro rata among all Parcels with unpaid Assessments. 416 Exhibit C-2 to The Colony SAP - Projection of Annual Indebtedness Related to Additional Facility Public Improvements Cost - Page 1 1775.016\874945.7 Exhibit C-2 Service Plan: Five-Year Projection of Annual Indebtedness Related to Additional Facility Public Improvements 1 1 Costs shown do not include costs related to 90 days of operating costs or costs related to Direct Supplemental Services. See Exhibit D (Special Benefits Reports) for information about these costs. 2023 2024 2025 2026 2027 $663,099.72 $ 726,445 $ 762,768 $ 800,906 $ 840,951 417 Exhibit C-3 to The Colony SAP - Projection of Annual Indebtedness Related to Annual Related Development Public Improvements Cost - Page 1 1775.016\874945.7 Exhibit C-3 Service Plan: Five-Year Projection of Annual Indebtedness Related to Annual Related Development Public Improvements 1 1 Costs shown do not include costs related to 90 days of operating costs or costs related to Direct Supplemental Services. See Exhibit D (Special Benefits Reports) for information about these costs. 2023 2024 2025 2026 2027 $524,443 $550,654 $578,187 $607,096 $637,451 418 Exhibit C-4 Exhibit C-4 to The Colony SAP – Form of Notice Required by Texas Property Code Section 5.014 - Page 1 1775.016\874945.7 FORM OF NOTICE REQUIRED BY TEXAS PROPERTY CODE SECTION 5.014 Effective September 1, 2021, Texas Property Code §5.014 requires a seller of any real property located in a public improvement district to give notice TWICE to the purchaser of the purchaser's obligation to pay the PID assessment in the form required under Texas Property Code §5.014, as amended. Section 5.0141 of the Texas Property Code requires the "First Notice" below to be given to a prospective purchaser BEFORE the execution of a binding contract of purchase and sale, either separately or as an addendum or paragraph of a purchase contract. AT CLOSING, Section 5.0143 of the Texas Property Code requires a separate copy of the "Second Notice" below, with current information, to be executed by the seller and purchase, acknowledged and recorded in the deed records of the county in which the property is located. FIRST NOTICE: NOTICE OF OBLIGATION TO PAY IMPROVEMENT DISTRICT ASSESSMENTS TO THE CITY OF THE COLONY, TEXAS CONCERNING THE PROPERTY AT: [INSERT STREET ADDRESS] As the purchaser of the real property described above, you are obligated to pay assessments to the City of The Colony, Texas for the costs of a portion of a public improvement or services project (the “Authorized Improvements”) undertaken for the benefit of the property within “City of The Colony Public Improvement District No. 1” (the “District”) created under Subchapter A, Chapter 372, Local Government Code, as amended. AN ASSESSMENT HAS BEEN LEVIED AGAINST YOUR PROPERTY FOR THE AUTHORIZED IMPROVEMENTS WHICH MAY BE PAID IN FULL AT ANY TIME. IF THE ASSESSMENT IS NOT PAID IN FULL, IT WILL BE DUE AND PAYABLE IN ANNUAL INSTALLMENTS WHICH WILL VARY FROM YEAR TO YEAR DEPENDING ON THE AMOUNT OF INTEREST PAID, COLLECTION COSTS, ADMINISTRATIVE COSTS, AND DELINQUENCY COSTS. The exact amount of the assessment may be obtained from the City of The Colony, Texas. The exact amount of each annual installment will be approved each year by the City Council of The Colony, Texas in the Annual Service Plan Update for the District. More information about the assessments, including the amounts and due dates, may be obtained from the City of The Colony, Texas. YOUR FAILURE TO PAY ANY ASSESSMENT, OR ANY ANNUAL INSTALLMENT THEREOF, MAY RESULT IN PENALTIES AND INTEREST BEING ADDED TO WHAT YOU OWE OR IN A LIEN ON AND THE FORECLOSURE OF YOUR PROPERTY. 419 Exhibit C-4 Exhibit C-4 to The Colony SAP – Form of Notice Required by Texas Property Code Section 5.014 - Page 2 1775.016\874945.7 The undersigned purchaser acknowledges receipt of this notice prior to the effective date of a binding contract for the purchase of the real property at the street address set forth above. [PURCHASER] By: Name: Date: [PURCHASER] By: Name: Date: The undersigned seller executes this notice pursuant to Texas Property Code Section 5.014(a-1), as amended, before the effective date of a binding contract for purchase of the real property at the address described above. [SELLER] By: Name: Date: 420 Exhibit C-4 Exhibit C-4 to The Colony SAP – Form of Notice Required by Texas Property Code Section 5.014 - Page 3 1775.016\874945.7 SECOND NOTICE AFTER RECORDING RETURN TO: [INSERT SELLER NAME AND ADDRESS] NOTICE OF OBLIGATION TO PAY IMPROVEMENT DISTRICT ASSESSMENTS TO THE CITY OF THE COLONY, TEXAS CONCERNING THE PROPERTY AT: [INSERT STREET ADDRESS] As the purchaser of the real property described above, you are obligated to pay assessments to the City of The Colony, Texas for the costs of a portion of a public improvement or services project (the “Authorized Improvements”) undertaken for the benefit of the property within “City of The Colony Public Improvement District No. 1” (the “District”) created under Subchapter A, Chapter 372, Local Government Code, as amended. AN ASSESSMENT HAS BEEN LEVIED AGAINST YOUR PROPERTY FOR THE AUTHORIZED IMPROVEMENTS WHICH MAY BE PAID IN FULL AT ANY TIME. IF THE ASSESSMENT IS NOT PAID IN FULL, IT WILL BE DUE AND PAYABLE IN ANNUAL INSTALLMENTS WHICH WILL VARY FROM YEAR TO YEAR DEPENDING ON THE AMOUNT OF INTEREST PAID, COLLECTION COSTS, ADMINISTRATIVE COSTS, AND DELINQUENCY COSTS. The exact amount of the assessment may be obtained from the City of The Colony, Texas. The exact amount of each annual installment will be approved each year by the City Council of The Colony, Texas in the Annual Service Plan Update for the District. More information about the assessments, including the amounts and due dates, may be obtained from the City of The Colony, Texas. YOUR FAILURE TO PAY ANY ASSESSMENT, OR ANY ANNUAL INSTALLMENT THEREOF, MAY RESULT IN PENALTIES AND INTEREST BEING ADDED TO WHAT YOU OWE OR IN A LIEN ON AND THE FORECLOSURE OF YOUR PROPERTY. The undersigned purchaser acknowledges receipt of this notice prior to the effective date of a binding contract for the purchase of the real property at the street address set forth above. [SIGNATURE PAGES FOLLOW] 421 Exhibit C-4 Exhibit C-4 to The Colony SAP – Form of Notice Required by Texas Property Code Section 5.014 - Page 4 1775.016\874945.7 IN WITNESS WHEREOF, the undersigned parties have executed this notice at the closing of the purchase of the real property at the address described above and for the purposes stated therein. [PURCHASER] By: Name: Date: STATE OF TEXAS § § COUNTY OF DENTON § This instrument was acknowledged before me by ______________________, known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me that he or she executed the same for the purposes therein expressed. Given under my hand and seal of office on this _________________, 20____. __________________________________________ Notary Public, State of Texas [SEAL] [PURCHASER] By: Name: Date: STATE OF TEXAS § § COUNTY OF DENTON § This instrument was acknowledged before me by ______________________, known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me that he or she executed the same for the purposes therein expressed. Given under my hand and seal of office on this _________________, 20____. __________________________________________ Notary Public, State of Texas [SEAL] 422 Exhibit C-4 Exhibit C-4 to The Colony SAP – Form of Notice Required by Texas Property Code Section 5.014 - Page 5 1775.016\874945.7 The undersigned seller acknowledges providing a separate copy of the notice required by Section 5.014 of the Texas Property Code including the current information required by Section 5.0143, Texas Property Code, as amended, at the closing of the purchase of the real property at the address above. [SELLER] By: Name: Date: STATE OF TEXAS § § COUNTY OF DENTON § This instrument was acknowledged before me by ______________________, known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me that he or she executed the same for the purposes therein expressed. Given under my hand and seal of office on this _________________, 20____. __________________________________________ Notary Public, State of Texas [SEAL] 423 Exhibit D to The Colony SAP – Facility Public Improvements Cost Special Benefit Analysis - Page 1 1775.016\874945.7 Exhibit D Special Benefits Report The City of The Colony Public Improvement District No. 1 The Colony, Texas PREPARED BY: Jeremie Maurina, Executive Business Liaison DATED: August 15th, 2023 424 Exhibit D to The Colony SAP – Facility Public Improvements Cost Special Benefit Analysis - Page 2 1775.016\874945.7 The Facility is expected to generate eight million customers each year. Given the traffic and security needs of the Facility, above those provided as part of the City's basic municipal services, one hundred percent (100%) of the Public Improvements for the traffic management system/control equipment and one hundred percent (100%) of the enhanced police services are attributable to the Facility Property. The Facility Property is a single economic unit comprised of two tax parcels. The costs attributable the Public Improvements for the traffic management system and enhanced police services are allocated to the two tax parcels based on acreage. During the development related to the Additional Facility Assessments and Related Development Assessments described in the 2018 Annual Service Plan Update, a series of "Enhanced Development Services" (now defined as "Direct Supplemental Services") were identified that provided specific benefits to several individual parcels. Due to the nature of these supplemental services and the scope they cover, they are not easily forecasted for inclusion in a budget. Instead, these costs will be reconciled annually and directly assessed to the parcels that benefitted starting with the Additional Facility Assessments and Related Development Assessments levied in accordance with the 2019 Annual Service Plan update (See Exhibit E for adjusted assessments for the current year). This provides a more accurate assessment and allows the costs of those services to be recovered from the properties that have directly benefited from them. The total of these services is $78,903 for the 2023-24 assessment. The costs related to the Direct Supplemental Services are apportioned to the property that it benefits and levied to the benefited property’s tax ID. A detailed use report of these Direct Supplemental Services is available upon request. Additionally, the City retains a reserve of an estimated 90 days of operating costs calculated based on the annual budget for the Public Improvements. The 90 days of operating costs are apportioned to the Facility Property, waterfront Property and Related Development Property based on the percentages described below. Table D-1 below shows the special benefits analysis. The costs for the traffic management system and enhanced police services shown below are allocated 100% to the Facility Property. The costs for the enhanced development services, lake maintenance, and the street and roadway Public Improvements are allocated on a per-acre basis to the Facility Property, the Waterfront Property and the Related Development Property such that the Facility Property is apportioned approximately 41.66 percent (107.47 Facility Property/257.939495 total acres); the Waterfront Property is apportioned approximately 6.36 percent (16.421 Waterfront Property/257.939495 total acres); and the Related Development Property is apportioned approximately 51.97 percent (134.054995 Related Development Property/257.939495 total acres). [Remainder of page left blank intentionally.] 425 Exhibit D to The Colony SAP – Facility Public Improvements Cost Special Benefit Analysis - Page 1 1775.016\874945.7 2023-24 Public Improvement Costs Description of Public Improvements Total Estimated Cost Cost Allocated to Facility Property Cost Allocated to Waterfront Property Cost Allocated to Related Development Property Traffic management system $45,745.79 $45,745.79 $0 $0 Enhanced police services $242,787.29 $242,787.29 $0 $0 Enhanced development services $0 $0 $0 $0 Street and roadway improvement $872,000.00 $363,317.14 $55,491.48 $453,191.38 Lake maintenance $27,000 $11,249.50 $1,718.20 $14,032.30 PUBLIC IMPROVEMENT TOTALS $1,187,533.08 $663,099.72 $57,209.68 $467,223.68 90 Days Operating Cost Reserve $292,816 $122,001.39 $18,633.96 $152,181.03 Annual Direct Supplemental Services Costs $78,903 0 0 $78,903 TOTALS 1,559,252.46 $785,101.11 $75,843.64 $698,307.71 426 Exhibit D to The Colony SAP – Facility Public Improvements Cost Special Benefit Analysis - Page 2 1775.016\874945.7 2023-24 Public Improvement Costs Benefit Allocation Public Improvements TOTALS Special Benefit to Facility Property Special Benefit to Waterfront Property Special Benefit to Related Development Property Traffic management system $45,745.79 100%0%0% Enhanced police services $242,787.29 100%0 0% Enhanced development services $0 41.66%6.36%51.97% Street and roadway improvements $872,000.00 41.66%6.36%51.97% Lake maintenance $27,000.00 41.66%6.36%51.97% TOTALS $1,187,533.08 90 Days Operating Cost Reserve $292,816 41.66%6.36%51.97% Annual Direct Supplemental Services Costs $78,903 100% TOTALS 1,559,252.46 427 Exhibit E Assessment Roll Exhibit E to The Colony SAP – Assessment Roll - Page 1 1775.016\874945.7 1. Outstanding 2013 Facility Public Improvement Assessment levied against Facility Property consisting of Tax Parcels No. 657618 and 657619 is $77,845.63. 2. Assessment Roll for Additional Facility Public Improvements, Waterfront Public Improvements and Related Development Public Improvements as levied by the 2023 Assessment Ordinance: Tax Parcel Assessment Facility Property ($691,853.18) #657618 – 81.99 acres ~76.29%$527,822.11 #657619 – 25.48 acres ~23.71%$164,031.07 Waterfront Property ($61,601.36) #957987 – 13.774 acres~83.91%$51,691.92 #704832 – 0.675 acres~4.11%$2,533.18 #957988 - .506 acres ~3.08%$1,898.95 #957989 – 0.2976 acres ~1.81%$1,116.85 #957990 – 0.2717 acres ~ 1.66%$1,019.65 #957991 – 0.4838 acres ~ 2.95%$1,815.63 #957992 – 0.4064 acres ~ 2.48%$1,525.16 Related Development Property ($581,992.92) #692390 – 2.015 acres ~ 1.50%$7,562.02 #692391 – 2.105 acres ~ 1.57%$7,899.77 #653843 – 2.944 acres ~ 2.20%$11,048.43 #653844 – 2.683 acres ~ 2.00%$10,068.93 #674231 – 3.386 acres ~ 2.53%$12,707.19 #692387 – 1.903 acres ~ 1.42%$ 7,141.70 #692388 – 0.301 acres ~ 0.22%$1,129.61 #692379 – 2.931 acres ~2.19%$10,999.64 #692380 – 0.204 acres ~ 0.15%$ 765.58 #732382 – 8.551 acres ~ 6.38%$32,090.72 #748393 – 79.089 acres ~ 59.00%$304,791.43 #753491 – 5.839 acres ~ 4.36%$21,912.53 #753492 – 1.574 acres ~ 1.17%$5,906.10 #674218-3.645 acres ~2.72%$19,169.18 428 Exhibit E Assessment Roll Exhibit E to The Colony SAP – Assessment Roll - Page 2 1775.016\874945.7 #692389-1.925 acres ~1.44%$7,224.26 #1004631- 1.029 acres ~.77%$8,111.70 #1003642- 3.581 acres ~2.67%$72,732.00 #1015683- 10.35 acres ~7.72%$40,732.12 429 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 1 1775.016\874945.7 430 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 2 1775.016\874945.7 431 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 3 1775.016\874945.7 432 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 4 1775.016\874945.7 433 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 5 1775.016\874945.7 434 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 6 1775.016\874945.7 435 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 7 1775.016\874945.7 436 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 8 1775.016\874945.7 437 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 9 1775.016\874945.7 438 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 10 1775.016\874945.7 439 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 11 1775.016\874945.7 440 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 12 1775.016\874945.7 441 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 13 1775.016\874945.7 442 E-1 Bond Debt Service Schedules for Calculating Debt Service Shortfalls Exhibit E-1 to The Colony SAP – Bond Debt Service Schedules for Calculating Debt Service Shortfalls - Page 14 1775.016\874945.7 20545 443 Exhibit F Chronological History of City Council Legislative Actions for the District Exhibit F to The Colony SAP –- Chronological History of City Council Legislative Actions for the District - Page 1 1775.016\874945.7 Below is a summary of prior legislative actions of the City Council for the District, including the levy of all Assessments against benefitted property within the District. This Exhibit F shall be updated with each Annual Service Plan Update. Items marked with an (**) were validated as part of the matter styled Ex Parte City of The Colony in the 53rd District Court of Travis County, Texas (the "Bond Validation Suit") for which a Final Judgment was issued on January 18, 2012. September 17, 2012**Landowner petition ("PID Creation Petition") for the establishment of the District is submitted to the City and filed with the City Secretary. September 18, 2012 City Council approved Resolution No. 2012-067 accepting the PID Creation Petition and calling a public hearing on the creation of the District for October 8, 2012. September 21, 2012**Notice of "City of The Colony, Texas, Notice of Public Hearing Regarding the Proposed Establishment of City of The Colony Public Improvement District No. 1" is mailed to "Property Owners" as required by the Act. September 22, 2012**Notice of "City of The Colony, Texas, Notice of Public Hearing Regarding the Proposed Establishment of City of The Colony Public Improvement District No. 1" is published in the Denton Record Chronicle as required by the Act. September 26, 2012**City Council by motion accepts and approves PID Creation Petition, waiver of the 15-day notice for the public hearing on the creation of the District to be held on October 8, 2012, and waiver of the 20-day protest period for the commencement of construction of the Authorized Improvements. October 8, 2012**After considering all written and documentary evidence presented at the public hearing described above, City Council approved Resolution No. 2012-073 authorizing the creation of the District. October 9, 2012**Publication of Resolution No. 2012-073 authorizing the creation of the District as required by the Act. December 11, 2012 City Council approved Resolution No. 2012-100 accepting a preliminary service and assessment plan, proposed assessment roll and proposed reimbursement agreement for the District and calling a public hearing ("2013 Assessment Hearing") for January 15, 2013 to consider an ordinance levying assessments on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. December 17, 2012**Notice of "City of The Colony, Texas, Notice of Public Hearing on Assessment Ordinance for the City of The Colony Public Improvement District No. 1" is mailed to "Property Owners" as required by the Act. December 19, 2012**Notice of "City of The Colony, Texas, Notice of Public Hearing on Assessment Ordinance for the City of The Colony Public Improvement District No. 1" is published in the Denton Record Chronicle as required by the Act. January 15, 2013 City Council conducted the 2013 Assessment Public Hearing and approved a motion to continue the 2013 Assessment Public Hearing to February 7, 2013. 444 Exhibit F Chronological History of City Council Legislative Actions for the District Exhibit F to The Colony SAP –- Chronological History of City Council Legislative Actions for the District - Page 2 1775.016\874945.7 February 7, 2013**After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2013-1992, recorded as Instrument No. 2013-20487 in the real property records of Denton County, Texas (the “2013 Assessment Ordinance”), which (i) approved and accepted the “City of The Colony, Texas, Public Improvement District No. 1 Service and Assessment Plan” dated February 7, 2013 (the “Original Service and Assessment Plan”), (ii) levied the 2013 Facility Public Improvement Assessment against the Facility Property for the 2013 Public Improvements as shown on the Assessment Roll attached as Exhibit G to the Original Service and Assessment Plan, and (iii) deferred levying the 2013 Related Development Deferred Assessment for the portion of the 2013 Public Improvements Cost that specially benefits the Related Development Property. City Council approved Resolution No 2013-008 approving the 2013 LGC Sales Tax Bonds, the 2013A LGC Sales Tax Bonds, and the 2013 LGC Tax Bonds and approving the 2013 LGC Sales Tax Bonds Reimbursement Agreement and the 2013 LGC Tax Bonds Reimbursement Agreement. City Council approved Resolution No. 2013-009 approving the 2013 Type A Bonds and approving the 2013 Type A Bonds Reimbursement Agreement. City Council approved Resolution No. 2013-010 approving the 2013 Type B Bonds and approving the 2013 Type B Bonds Reimbursement Agreement. April 21, 2015 City Council approved Resolution No. 2015-042 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2015 Annual Service and Assessment Plan, dated March 17, 2015, including proposed assessment roll for the District and calling a public hearing ("2015 Assessment Public Hearing") for May 5, 2015 to consider an ordinance levying assessments in the aggregate amount of $1,379,301.00 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. May 5, 2015 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2015 Assessment Public Hearing. After considering all written and documentary evidence presented at the duly noticed public hearing described above, the City Council approved Ordinance No. 2015-2136 (the "2015 Assessment Ordinance") which approved the 2015 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,379,301 consisting of: (i) $959,247.96 against the Facility Property for costs of Additional Facility Public Improvements (the "2015 Facility Assessment"), (ii) $369,143.53 for Boardwalk Public Improvement Costs (as defined in the 2015 Annual Service Plan Update) and $50,909.51 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $420,053.04 amount is referred to as the "2015 Related Development Assessment") August 18, 2015 City Council approved Resolution No. 2015-066 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2015-16 Annual Service and Assessment Plan, dated August 13, 2015, including proposed assessment roll for the District, and calling a public hearing ("2015-16 Assessment Public Hearing") for September 1, 2015 to consider an ordinance levying assessments in the aggregate amount of $1,454,992.00 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. 445 Exhibit F Chronological History of City Council Legislative Actions for the District Exhibit F to The Colony SAP –- Chronological History of City Council Legislative Actions for the District - Page 3 1775.016\874945.7 September 15, 2015 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2015-16 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2015-2160 (the "2015 Assessment Ordinance") which approved the 2015 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,454,992 consisting of: (i) $1,218,234.83 against the Facility Property for costs of Additional Facility Public Improvements (the "2015 Facility Assessment"), (ii) $148,428.69 for Boardwalk Public Improvement Costs (as defined in the 2015 Annual Service Plan Update) and $88,328.48 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $236,757.17 amount is referred to as the "2015 Related Development Assessment") August 16, 2016 City Council approved Resolution No. 2016-049 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2016-17 Annual Service and Assessment Plan, dated August 10, 2016, including proposed assessment roll for the District, and calling a public hearing ("2016 Assessment Public Hearing") for September 6, 2016 to consider an ordinance levying assessments in the aggregate amount of $1,162,836.00 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. September 6, 2016 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2016 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2016-2232 (the "2016 Assessment Ordinance") which approved the 2016 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,162,836.00 consisting of: (i) $875,155.64 against the Facility Property for costs of Additional Facility Public Improvements (the "2016 Facility Assessment"), (ii) $120,673.24 for Boardwalk Public Improvement Costs (as defined in the 2016 Annual Service Plan Update) and $167,007.12 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $287,681.36 amount is referred to as the "2016 Related Development Assessment"). September 5, 2017 City Council approved Resolution No. 2017-078 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2017-18 Annual Service and Assessment Plan, dated August 16, 2017, including proposed assessment roll for the District, and calling a public hearing ("2017 Assessment Public Hearing") for September 19, 2017 to consider an ordinance levying assessments in the aggregate amount of $1,531,458.00 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. September 19, 2017 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2017 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2017-2283 (the "2017 Assessment Ordinance") which approved the 2017 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,531,458 consisting of: (i) $658,465 446 Exhibit F Chronological History of City Council Legislative Actions for the District Exhibit F to The Colony SAP –- Chronological History of City Council Legislative Actions for the District - Page 4 1775.016\874945.7 September 19, 2017 (continued) against the Facility Property for costs of Additional Facility Public Improvements (the "2017 Facility Assessment"), (ii) $402,978 for Waterfront Public Improvement Costs (as defined in the 2017 Annual Service Plan Update) and $470,015 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $872,993 amount is referred to as the "2017 Related Development Assessment"). August 21, 2018 City Council approved Resolution No. 2018-071 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2018-19 Annual Service and Assessment Plan, dated August 16, 2018, including proposed assessment roll for the District, and calling a public hearing ("2018 Assessment Public Hearing") for September 18, 2018 to consider an ordinance levying assessments in the aggregate amount of $1,497,805.98 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. September 18, 2018 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2018 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2018-2235 (the "2018 Assessment Ordinance") which approved the 2018 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,497,805.98 consisting of: (i) $810,379.62 against the Facility Property for costs of Additional Facility Public Improvements (the "2018 Facility Assessment"), (ii) $83,293.66 for Waterfront Public Improvement Costs (as defined in the 2018 Annual Service Plan Update) and $604,132.70 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $687,426.36 amount is referred to as the "2018 Related Development Assessment"). August 20, 2019 City Council approved Resolution No. 2019-065 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2019-20 Annual Service and Assessment Plan, dated August 15, 2019, including proposed assessment roll for the District, and calling a public hearing ("2019 Assessment Public Hearing") for September 17, 2019 to consider an ordinance levying assessments in the aggregate amount of $1,061,109.02 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. September 17, 2019 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2019 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2019-2376 (the "2019 Assessment Ordinance") which approved the 2019 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,061,109.02 consisting of: (i) $570,667.99 against the Facility Property for costs of Additional Facility Public Improvements (the "2019 Facility Assessment"), (ii) $49,965.50 for Waterfront Public Improvement Costs (as defined in the 2019 Annual Service Plan Update) and $440,475.53 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $490,441.03 amount is referred to as the "2019 Related Development Assessment"). 447 Exhibit F Chronological History of City Council Legislative Actions for the District Exhibit F to The Colony SAP –- Chronological History of City Council Legislative Actions for the District - Page 5 1775.016\874945.7 August 5, 2020 City Council approved Ordinance No. 2020-2403 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2020-21 Annual Service and Assessment Plan, dated August 13, 2020, including proposed assessment roll for the District, and calling a public hearing ("2020 Assessment Public Hearing") for September 15, 2020 to consider an ordinance levying assessments in the aggregate amount of $1,061,109.02 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. September 15, 2020 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2020 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2020-2407 (the "2020 Assessment Ordinance") which approved the 2020 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,061,109.02 consisting of: (i) $570,667.99 against the Facility Property for costs of Additional Facility Public Improvements (the "2020 Facility Assessment"), (ii) $49,965.50 for Waterfront Public Improvement Costs (as shown in Exhibit B of the 2020 Assessment Ordinance) and $440,475.53 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $490,441.03 amount is referred to as the "2020 Related Development Assessment"). January 19, 2021 City Council approved Ordinance No. 2021-2430 approving an Approving an Amended and Restated Service and Assessment Plan for the District, Including Assessment Roll for The City of The Colony Public Improvement District No. 1. City Council approved Resolution No. 2021-006 approving and Consenting to The Colony Local Development Corporation Tax Increment Contract Revenue Refunding Bonds (Nebraska Furniture Mart Texas Project) Taxable Series 2021. August 17th, 2021 City Council approved Resolution No. 2021-053 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2021-22 Annual Service and Assessment Plan, dated August 13, 2020, including proposed assessment roll for the District, and calling a public hearing ("2021 Assessment Public Hearing") for September 7, 2021 to consider an ordinance levying assessments in the aggregate amount of $902,327on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. September 7th, 2021 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2021 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2021-2449 (the "2021 Assessment Ordinance") which approved the 2021 Annual Service Plan Update and levied Assessments in the aggregate amount of $902,327 consisting of: (i) $535,879.94 against the Facility Property for costs of Additional Facility Public Improvements (the "2021 Facility Assessment"), (ii) $41,034.82 for Waterfront Public Improvement Costs (as shown in Exhibit B of the 2021 Assessment Ordinance) and $325,412.13 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $366,446.95 amount is referred to as the "2021 Related Development Assessment"). The 2021 Assessment Ordinance was recorded as Document No. 168472 on September 14th, 2021 in the Real Property Records of Denton County. 448 Exhibit F Chronological History of City Council Legislative Actions for the District Exhibit F to The Colony SAP –- Chronological History of City Council Legislative Actions for the District - Page 6 1775.016\874945.7 August 16th, 2022 City Council approved Resolution No. 2022-054 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2022-23 Annual Service and Assessment Plan, dated August 14th, 2022, including proposed assessment roll for the District, and calling a public hearing ("2022 Assessment Public Hearing") for September 6, 2022 to consider an ordinance levying assessments in the aggregate amount of $1,304,422 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. October 18th, 2022 After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2022 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2022-2491 (the "2022 Assessment Ordinance") which approved the 2022 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,304,421.76 consisting of: (i) $731,985.36 against the Facility Property for costs of Additional Facility Public Improvements (the "2022 Facility Assessment"), (ii) $68,245.18 for Waterfront Public Improvement Costs (as shown in Exhibit B of the 2022 Assessment Ordinance) and $504,191.22 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $572,436.40 amount is referred to as the "2021 Related Development Assessment"). The 2022 Assessment Ordinance was recorded as Document No. 149037 on October 21 st, 2022 in the Real Property Records of Denton County. [August 15th, 2023]City Council approved Resolution No. 2023-057 accepting the City of The Colony Public Improvement District No. 1 Preliminary 2023-24 Annual Service and Assessment Plan, dated August 15th, 2023, including proposed assessment roll for the District, and calling a public hearing ("2023 Assessment Public Hearing") for September 5th, 2023 to consider an ordinance levying assessments in the aggregate amount of $1,335,447 on benefitted property within the District, and directing publication and mailing of statutory notices for such hearing. [September 19 th, 2023]After notice was properly mailed and published and required by the PID Act, the City Council conducted the 2023 Assessment Public Hearing. After considering all written and documentary evidence presented at the public hearing described above, the City Council approved Ordinance No. 2023 [________] (the "2023 Assessment Ordinance") which approved the 2023 Annual Service Plan Update and levied Assessments in the aggregate amount of $1,335,447 consisting of: (i) $691,853.18 against the Facility Property for costs of Additional Facility Public Improvements (the "2023 Facility Assessment"), (ii) $61,601.36 for Waterfront Public Improvement Costs (as shown in Exhibit B of the 2023 Assessment Ordinance) and $581,992.92 for Related Development Public Improvements Costs against the benefitted portions of the Related Development Property (collectively, the aggregate $643,594.28 amount is referred to as the "2023 Related Development Assessment"). 449 Exhibit B [Special Assessment upon the Facility Property, Waterfront Property, and the Related Development Property] 450 Tax Parcel Assessment Facility Property ($691,853.18) #657618 – 81.99 acres ~76.29% $527,822.11 #657619 – 25.48 acres ~23.71% $164,031.07 Waterfront Property ($61,601.36) #957987 – 13.774 acres~83.91%$51,691.92 #704832 – 0.675 acres~4.11%$2,533.18 #957988 - .506 acres ~3.08%$1,898.95 #957989 – 0.2976 acres ~1.81%$1,116.85 #957990 – 0.2717 acres ~ 1.66% $1,019.65 #957991 – 0.4838 acres ~ 2.95% $1,815.63 #957992 – 0.4064 acres ~ 2.48% $1,525.16 Related Development Property ($581,992.92) #692390 – 2.015 acres ~ 1.50%$7,562.02 #692391 – 2.105 acres ~ 1.57%$7,899.77 #653843 – 2.944 acres ~ 2.20%$11,048.43 #653844 – 2.683 acres ~ 2.00%$10,068.93 #674231 – 3.386 acres ~ 2.53%$12,707.19 #692387 – 1.903 acres ~ 1.42%$ 7,141.70 #692388 – 0.301 acres ~ 0.22%$1,129.61 #692379 – 2.931 acres ~2.19%$10,999.64 #692380 – 0.204 acres ~ 0.15%$ 765.58 #732382 – 8.551 acres ~ 6.38%$32,090.72 #748393 – 79.089 acres ~ 59.00%$304,791.43 #753491 – 5.839 acres ~ 4.36%$21,912.53 #753492 – 1.574 acres ~ 1.17%$5,906.10 #674218-3.645 acres ~2.72%$19,169.18 #692389-1.925 acres ~1.44%$7,224.26 #1004631- 1.029 acres ~.77%$8,111.70 #1003642- 3.581 acres ~2.67%$72,732.00 #1015683- 10.35 acres ~7.72%$40,732.12 451 452 CITY OF THE COLONY, TEXAS ORDINANCE NO. 2023 - ________ AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, RELATED TO THE CITY OF THE COLONY PUBLIC IMPROVEMENT DISTRICT NO. 1; APPROVING A SERVICE AND ASSESSMENT PLAN FOR THE DISTRICT FOR FISCAL YEAR 2023-2024 ANNUAL FACILITY PUBLIC IMPROVEMENTS, WATERFRONT PUBLIC IMPROVEMENTS, AND RELATED DEVELOPMENT PUBLIC IMPROVEMENTS FOR DEVELOPED PROPERTIES WITHIN THE DISTRICT CONSISTING OF THE FACILITY PROPERTY, WATERFRONT PROPERTY AND RELATED DEVELOPMENT PROPERTY; APPROVING AN ASSESSMENT ROLL FOR THE FACILITY PROPERTY, WATERFRONT PROPERTY, AND RELATED DEVELOPMENT PROPERTY WITHIN THE DISTRICT; LEVYING A SPECIAL ASSESSMENT AGAINST THE FACILITY PROPERTY, WATERFRONT PROPERTY, AND RELATED DEVELOPMENT PROPERTY WITHIN THE DISTRICT TO PAY FOR FISCAL YEAR 2023-2024 ANNUAL FACILITY PUBLIC IMPROVEMENTS, WATERFRONT PUBLIC IMPROVEMENTS, AND RELATED DEVELOPMENT PUBLIC IMPROVEMENTS; PROVIDING FOR THE COLLECTION OF THE SPECIAL ASSESSMENTS; CREATING A CHARGE AND LIEN AGAINST SAID PROPERTIES; RATIFYING AND CONFIRMING PRIOR ACTIONS RELATED TO THE DISTRICT; PROVIDING PENALTIES FOR DELINQUENT SPECIAL ASSESSMENTS; CREATING A DISTRICT PROJECT FUND; PROVIDING FINDINGS AND DETERMINATIONS BY AND RELATED TO THE DISTRICT; PROVIDING A SEVERABILITY CLAUSE; AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, Chapter 372 of the Texas Local Government Code (hereinafter referred to as the “Act”) authorize the City of The Colony, Texas, to create a public improvement district within the City of The Colony, Texas; and WHEREAS,on Monday, September 17, 2012, there was presented to the City of The Colony, Texas (hereinafter referred to as the “City”) a petition (hereinafter referred to as the “Petition”) seeking the authorization to establish a public improvement district (hereinafter referred to as the “District”) within the City pursuant to Chapter 372 of the Texas Local Government Code, as amended, for an approximately 439.12 acre tract or tracts of land, a legal description is attached hereto as Exhibit A; and WHEREAS,on Tuesday, September 18, 2012, the City Council for the City approved Resolution No. 2012-067, ordering a public hearing for October 8, 2012 (hereinafter referred to as the “Creation Public Hearing”), to consider a resolution creating the District; and WHEREAS, on or before September 22, 2012, the City Secretary mailed and caused to be published notice of the Creation Public Hearing as required by the Act, which date was before the 15th day before the date of the Creation Public Hearing; and 453 WHEREAS, after mailing, publishing, and otherwise providing all notices of the Creation Public Hearing as required by the Act and state law, the City Council conducted the Creation Public Hearing on October 8, 2012, at the time and place and for the purposes set forth in the notices; and WHEREAS, Owner appeared at the Creation Public Hearing by its representative and affirmed Owner’s request to create the District; and WHEREAS, no one appeared at the Creation Public Hearing in opposition to the creation of the District; and WHEREAS, after all persons having an interest in the District were given an opportunity to be heard in support of or in opposition to the creation of the District, the City Council closed the Creation Public Hearing on October 8, 2012, and by a majority vote of all members of the City Council adopted and approved Resolution No. 2012-073 creating the District; and WHEREAS, on October 9, 2012, the City Secretary caused notice of Resolution No. 2012-073 to be published as required by the Act; whereupon the creation of the District took effect as provided by the Act; and WHEREAS, on Tuesday, August 15, 2023, the City Council approved the City of The Colony Public Improvement District No. 1, Preliminary 2023-2024 Annual Service and Assessment Plan, dated August 15, 2023, for properties within the District, including (i) a determination of the cost of the public improvements and supplemental services being provided for the special benefit of the District; (ii) a service plan; (iii) an assessment plan; and (iv) an assessment roll (collectively, the “Preliminary 2023-2024 Annual SAP”); and WHEREAS, the City Council held a public hearing for Tuesday, September 5, 2023, to consider an ordinance levying assessments against the Property to pay for the public improvements identified in the Preliminary 2023-2024 Annual SAP that will confer a special benefit on the Property and authorizes and directs the City Secretary to publish and mail notices of said public hearing in accordance with the Act; and WHEREAS, the City Council hereby approves the City of The Colony Public Improvement District No. 1, Final 2023-2024 Annual Service and Assessment Plan for properties within the District, including (i) a determination of the cost of the public improvements and supplemental services being provided for the special benefit of the District; (ii) a service plan; (iii) an assessment plan; and (iv) an assessment roll (collectively, the “Final 2023-2024 AnnualSAP”), which is attached hereto as Exhibit C. NOW THEREFORE BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, THAT: SECTION 1.The recitals set forth in the WHEREAS clauses of this Ordinance are true and correct, are part of this Ordinance for all purposes, and constitute findings and determinations of the City Council acting in its discretionary, legislative capacity. SECTION 2.The City Council has investigated and determined and hereby ratifies and 454 confirms that: 2.1 The matters set forth in the Petition are true and correct; 2.2 The Petition complies with all requirements of the Act and is sufficient under the Act for all purposes including, but not limited to, the creation of the District; 2.3 The Facility Public Improvements, Waterfront Public Improvements, and Related Development Public Improvements more particularly described in the Service and Assessment Plan, attached hereto as Exhibit B are authorized by the Act, promote the interests of the City, and confer a special benefit on the Facility Property, Waterfront Property, and the Related Development Property; 2.4 The form, content, timing, and method for providing notice of the Creation Public Hearing, and all matters related to the conduct of the Creation Public Hearing and the adoption of Resolution No. 2012-073 creating the District were in accordance with the Act, state law, and the City Charter and ordinances of the City; 2.5 Prior to conducting the Assessment Hearing and the adoption of this Ordinance, the City Council determined the total cost of the Facility Public Improvements, Waterfront Public Improvements, and Related Development Public Improvements based on Official Reports and filed with the City Secretary and made available for public inspection the Preliminary 2023-2024 Annual SAP; 2.6 The form, content, timing, and method for providing the notice of the Assessment Hearing, and all matters related to the conduct of the Assessment Hearing and the adoption of this Ordinance, were in accordance with the Act, state law, and the City Charter and ordinances of the City; 2.7 The City Council has provided opportunity for the owners of property liable for the special assessments, and for the public at large, to appear, in person or by their representatives, and present objections to the creation of the District and the levy of the special assessments; however, no objections to the creation of the District or to the levy of the special assessments against the Facility Property, Waterfront Property, and the Related Development Property were presented; and 2.8 All actions taken by the City Council in connection with the District have been taken and performed in accordance with the Act, state law, and the City Charter and ordinances of the City and in a regular, proper, and valid manner. SECTION 3.The City of the Colony Public Improvement District No. 1 2023-2024 Annual Service and Assessment Plan, a copy of which is attached hereto as Exhibit C, and is incorporated herein for all purposes (as updated, from time to time, the “Service and Assessment Plan”) is hereby approved by the City Council as the “service plan,” “assessment plan,” and “assessment roll” as the 2023-2024 Annual Service and Assessment Plan for the Facility Property, Waterfront Property, and the Related Development Property as required by the Act, and is incorporated as part of this Ordinance for all purposes. The Service and Assessment Plan shall be updated by the City Council no less frequently than annually as required by the Act and more 455 frequently as required by the Service and Assessment Plan. A copy of the Service and Assessment Plan, as updated from time to time, is available from the City Secretary. SECTION 4.Unless otherwise defined in this Ordinance, capitalized terms used in this Ordinance shall have the meanings given to them in the Service and Assessment Plan. SECTION 5.Based on the Service and Assessment Plan, attached hereto as Exhibit C, the City Council hereby levies a Special Assessment (as a “special assessment” under the Act) upon the Facility Property, Waterfront Property, and the Related Development Property in the amounts set forth in Exhibit B of this Ordinance, which is attached hereto and incorporated herein for all purposes. SECTION 6. Each Special Assessment against the Facility Property, Waterfront Property, and the Related Development Property, together with interest, the expenses of collection, and reasonable attorney’s fees, if incurred, constitutes a lien against the Facility Property, Waterfront Property, and the Related Development Property (the priority of which is established by the Act) and is the personal liability of and charge against the owner of the Facility Property, Waterfront Property, and the Related Development Property regardless of whether the owner is named in this Ordinance. SECTION 7.The assessment lien against the Facility Property, Waterfront Property, and the Related Development Property created by the Special Assessment is effective from the date of this Ordinance and “runs with the land.” The assessment lien against the Facility Property, Waterfront Property, and the Related Development Property may be enforced by the City, including foreclosure, in the same manner that an ad valorem tax lien is foreclosed. Any purchaser of the Facility Property, Waterfront Property, and the Related Development Property in foreclosure takes subject to the lien against the Facility Property, Waterfront Property, and the Related Development Property created by the Special Assessment. SECTION 8. The Special Assessments against the Facility Property, Waterfront Property, and the Related Development Property as set forth in Exhibit B of this Ordinance are due and payable not later than January 31, 2024, and will be delinquent on February 1, 2024. Delinquent Special Assessments shall incur interest, penalties, and attorney's fees in the same manner as delinquent ad valorem taxes. SECTION 9. The City (or any other person, entity, or governmental agency permitted by law) shall bill, collect, and immediately deposit Assessment Revenue into a segregated operating account, the PID Operating Account for Annual Assessments, as provided by the Service and Assessment Plan. The PID Operating Account for Annual Assessments (and the sub-accounts thereof) shall be created by the City and shall be segregated from all other funds of the City. The City shall only use the funds in the PID Operating Account for Annual Assessments for the purposes determined by the City Council at the time the Special Assessments are levied. SECTION 10. Based on materials and information prepared by City staff and qualified professional consultants, on testimony provided throughout the process of creating the District and levying the Special Assessments including, but not limited to, testimony offered at the Creation Public Hearing and Assessment Hearing, and on other information, materials, evidence, and testimony availableto or provided to the City Council for its consideration, the City Council, acting 456 in its discretionary, legislative capacity, hereby finds and determines: 10.1 That the Facility Property, Waterfront Property, and the Related Development Property are specially benefited by the Facility Public Improvements, Waterfront Public Improvements and Related Development Improvements, as applicable, in an amount that exceeds the Special Assessments levied against the Facility Property, Waterfront Property, and the Related Development Property; 10.2 That the Special Assessments against the Facility Property, Waterfront Property, and the Related Development Property: (i) is just and equitable; (ii) produces substantial equality, considering the benefits received and the burdens imposed; (iii) results in imposing equal shares of the cost of the Public Improvements on property within the District that is similarly benefitted; and (iv) is authorized by and has been levied in accordance with the Act, state law, City Charter, and the ordinances of the City; 10.3 That all prerequisites to the fixing of the Special Assessment lien against the Facility Property, Waterfront Property, and the Related Development Property, and to the personal liability of the real and true owner of the Facility Property, Waterfront Property, and the Related Development Property, whether named in this Ordinance or not, have been in all things regularly and duly performed in compliance with the Act and all other applicable laws, ordinances, regulations, procedures, and policies; and 10.4 That the Special Assessments levied against the Facility Property, Waterfront Property, and the Related Development Property are in amounts required to pay the cost of the Public Improvements. SECTION 11. The City Council may make supplemental assessments to correct omissions or mistakes related to the cost of the Public Improvements and reassessments if the City Council determines that any special assessment is excessive. The City Council may also adjust Special Assessments downward following each annual update to the Service and Assessment Plan. SECTION 12. This Ordinance incorporates, by reference, all provisions of the Act. In the event of any conflict between this Ordinance and the Act, the Act shall control. SECTION 13. If any provision of this Ordinance, or the application of any provision to any person or set of circumstances, is held by any court to be invalid, the remaining provisions shall be unaffected. All provisions of this Ordinance are severable for such purpose. SECTION 14. This Ordinance shall take effect effective immediately upon passage and approval by the City Council. 457 PASSED AND APPROVED BY THE CITY COUNCIL OF THE CITY OF THE COLONY, TEXAS, THIS THE 19TH DAY OF SEPTEMBER, 2023. APPROVED: Richard Boyer, Mayor City of The Colony, Texas ATTEST: Tina Stewart, TRMC, CMC, City Secretary APPROVED AS TO FORM: Jeffrey L. Moore, City Attorney ACKNOWLEDGMENT STATE OF TEXAS § § COUNTY OF DENTON § This instrument was acknowledged before me on the 19th day ofSeptember, 2023, by Richard Boyer, Mayor of the City of The Colony, Texas, a Texas home-rule municipality, on behalf of said municipality. ____________________________________ Notary Public, State of Texas 458 Exhibit A Legal Description of the Property (439.12 Acres) Being a 439.12 acre tract of land situated in the B.B.B & C.R.R. Survey, Abstract No. 173, B.B.B. & C. Survey, Abstract No. 174, Thomas A. West Survey, Abstract No. 1344, and the M.D.T. Hallmark Survey, Abstract No. 570, Denton County, Texas, and being all of a tract of land conveyed by deed to 121 Acquisition Company, LLC., as recorded in Instrument No. 2011- 114773, 2011-121444, and 2011-112195, Deed Records, Denton County, Texas, and a portion of Plano Parkway and a portion of Burlington Northern Railroad tract, and being more particularly described as follows: BEGINNING at a found Txdot monument, said point being the northwest corner of said 121 Acquisition Company, LLC tract and being in the south right-of-way line of State Highway 121 (having a variable width R.O.W.); THENCE North 63°32'06" East, along said south right-of-way line, a distance of 130.52 feet to a point for corner; THENCE North 60°22'33" East, continuing along said south right-of-way line, a distance of 80.86 feet to a point for corner; THENCE South 29°13'03" East, continuing along said south right-of-way line, a distance of 50.00 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 219.64 feet to a point for corner, said point being in the west right-of-way line of Plano Parkway (100 ft R.O.W.); THENCE North 50°53'35" East, leaving said south right-of-way line, and leaving said west right- of-way line, a distance of 100.00 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 950.00 feet and a central angle of 1°26'54" and a long chord which bears North 38°22'58" West, 24.01 feet, said point being in the east right-of-way line of said Plano Parkway; THENCE along said east right-of-way line, and along said non-tangent curve to the right an arc distance of 24.01 feet to a point for corner, said point being the most southerly point of a corner- clip of the intersection of said east right-of-way line of Plano Parkway and the south right-of-way line of said State highway 121; THENCE North 08°46'31" East, along said corner-clip, a distance of 26.03 feet to a point for corner, said point being in the south right-of-way line of said State highway 121; THENCE North 60°47'38" East, along said south right-of-way line, a distance of 203.71 feet to a point for corner; THENCE North 58°17'36" East, continuing along said south right-of-way line, a distance of 459 252.11 feet to a point for corner; THENCE North 55°47'40" East, continuing along said south right-of-way line, a distance of 105.11 feet to a point for corner; THENCE North 58°17'42" East, continuing along said south right-of-way line, a distance of 248.62 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 263.85 feet to a point for corner; THENCE North 76°30'51" East, continuing along said south right-of-way line, a distance of 92.27 feet to a point for corner; THENCE North 65°56'12" East, continuing along said south right-of-way line, a distance of 100.40 feet to a point for corner; THENCE North 64°13'39" East, continuing along said south right-of-way line, a distance of 100.18 feet to a point for corner; THENCE North 60°16'36" East, continuing along said south right-of-way line, a distance of 39.88 feet to a point for corner; THENCE South 74°12'01" East, continuing along said south right-of-way line, a distance of 70.70 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 64.12 feet to a point for corner; THENCE North 15°47'17" East, continuing along said south right-of-way line, a distance of 73.27 feet to a point for corner; THENCE North 59°04'32" East, continuing along said south right-of-way line, a distance of 94.25 feet to a point for corner; THENCE North 55°39'04" East, continuing along said south right-of-way line, a distance of 100.40 feet to a point for corner; THENCE North 47°37'54" East, continuing along said south right-of-way line, a distance of 114.18 feet to a point for corner; THENCE North 60°47'38" East, continuing along said south right-of-way line, a distance of 3800.00 feet to a point for corner; THENCE North 65°20'10" East, continuing along said south right-of-way line, a distance of 189.41 feet to a point for corner; THENCE North 61°56'23" East, continuing along said south right-of-way line, a distance of 460 100.02 feet to a point for corner; THENCE North 63°39'23" East, continuing along said south right-of-way line, a distance of 100.12 feet to a point for corner; THENCE North 64°47'53" East, continuing along said south right-of-way line, a distance of 100.24 feet to a point for corner; THENCE North 66°30'16" East, continuing along said south right-of-way line, a distance of 201.00 feet to a point for corner; THENCE North 65°56'12" East, continuing along said south right-of-way line, a distance of 100.40 feet to a point for corner; THENCE North 66°30'16" East, continuing along said south right-of-way line, a distance of 100.50 feet to a point for corner; THENCE North 63°05'04" East, continuing along said south right-of-way line, a distance of 100.08 feet to a point for corner; THENCE North 64°13'39" East, continuing along said south right-of-way line, a distance of 100.18 feet to a point for corner; THENCE North 83°05'27" East, continuing along said south right-of-way line, a distance of 69.58 feet to a point for corner; THENCE North 60°39'18" East, continuing along said south right-of-way line, a distance of 33.81 feet to a point for corner, said point being in the west right-of-way line of Burlington Northern Railroad (having a variable width R.O.W.); THENCE North 60°38'52" East, leaving said west right-of-way line, a distance of 107.30 feet to a point for corner, said point being in the east right-of-way line of said Burlington Northern Railroad; THENCE North 60°45'58" East, leaving said east right-of-way line, continuing along said south right-of-way line of State Highway 121, a distance of 254.35 feet to a point for corner; THENCE North 63°19'02" East, continuing along said south right-of-way line, a distance of 585.96 feet to a point for corner; THENCE North 60°52'09" East, continuing along said south right-of-way line, a distance of 369.37 feet to a point for corner, said point being in the west right-of-way line of West Spring Creek Parkway (having a 160 ft R.O.W.); THENCE South 29°24'43" East, leaving said south right-of-way line, and along said west right- of-way line, a distance of 265.52 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 970.00 feet and a central angle of 29°13'42", and a long chord which bears South 14°53'13" East, 489.48 feet; 461 THENCE continuing along said west right-of-way line, and along said non-tangent curve to the right an arc distance of 494.83 feet to a point for corner; THENCE South 00°22'42" East, continuing along said west right-of-way line, a distance of 476.17 feet to a point for corner; THENCE South 00°23'35" East, continuing along said west right-of-way line, a distance of 864.92 feet to a point for corner, said point being in the north line of Kings Ridge Addition, Phase Three, as recorded in Cabinet X, Page 450, Plat Records, Denton County, Texas; THENCE South 89°40'20" West, leaving said west right-of-way line, and along said north line, a distance of 1199.93 feet to a point for corner, said point being in the east right-of-way line of said Burlington Northern Railroad; THENCE North 87°39'44" West, leaving said north line, leaving said east right-of-way line, a distance of 101.16 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 3703.75 feet and a central angle of 3°44'19" and a long chord which bears South 04°12'25" West, 241.62 feet, said point being in the west right-of-way line of said Burlington Northern Railroad; THENCE along said east right-of-way line, and along said non-tangent curve to the right an arc distance of 241.67 feet to a point for corner; THENCE South 06°04'35" West, continuing along said east right-of-way line, a distance of 2524.64 feet to a point for corner; THENCE North 83°17'00" West, continuing along said east right-of-way line, a distance of 190.16 feet to a point for corner; THENCE South 00°51'51" East, continuing along said east right-of-way line, a distance of 970.10 feet to a point for corner; THENCE South 89°03'50" West, continuing along said east right-of-way line, a distance of 31.06 feet to a point for corner; THENCE South 01°14'37" East, continuing along said east right-of-way line, a distance of 447.78 feet to a point for corner; THENCE North 87°06'22" West, leaving said east right-of-way line, a distance of 1240.48 feet to a point for corner, for the beginning of a non-tangent curve to the left having a radius of 1130.00 feet and a central angle of 103°16'58", and a long chord which bears North 38°43'34" West, 1772.16 feet, said point being in the east right-of-way line of said Plano Parkway; THENCE along said east right-of-way line, and along said non-tangent curve to the left an arc distance of 2036.97 feet to a point for corner; THENCE South 89°38'05" West, continuing along said east right-of-way line, a distance of 647.23 462 feet to a point for corner, for the beginning of a non-tangent curve to the right having a radius of 950.00 feet and a central angle of 40°05'36" and a long chord which bears North 70°19'29" West, 651.29 feet; THENCE continuing along said east right-of-way line, and along said non-tangent curve to the right an arc distance of 664.77 feet to a point for corner, for the beginning of a reverse curve to the left having a radius of 1050.00 feet and a central angle of 40°15'06" and a long chord which bears North 70°25'01" West, 722.57 feet; THENCE continuing along said east right-of-way line, and along said curve to the left an arc distance of 737.65 feet to a point for corner; THENCE South 89°31'25" West, continuing along said east right-of-way line, a distance of 623.83 feet to a point for corner, for the beginning of a tangent curve to the right having a radius of 950.00 feet, a central angle of 0°48'07", and a long chord which bears South 89°55'28" West, 13.21 feet; THENCE continuing along said east right-of-way line, along said curve to the right, an arc distance of 13.21 feet to a point for corner; THENCE South 00°19'22" West, leaving said east right-of-way line, a distance of 100.00 feet to a point for corner, said point being in the west right-of-way line of said Plano Parkway; THENCE South 89°58'40" West, leaving said west right-of-way line, a distance of 1210.45 feet to a point for corner; THENCE North 00°25'18" West, a distance of 226.47 feet to the POINT OF BEGINNING and CONTAINING 19,128,279 square feet, 439.12 acres of land, more or less. 463 464 Exhibit B [Special Assessment upon the Facility Property, Waterfront Property, and the Related Development Property] 465 466 Exhibit C [Service and Assessment Plan] 467 Agenda Item No:5.7 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Tina Stewart Submitting Department: Animal Control Item Type: Discussion Agenda Section: Subject: Discuss and consider appointing a veterinarian to the Animal Control Board. (Council) Suggested Action: Attachments: 468 Agenda Item No:6.1 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Discussion Agenda Section: Subject: A. Council shall convene into a closed executive session pursuant to Sections 551.072 and 551.087 of the Texas Government Code to deliberate regarding purchase, exchange, lease or value of real property and commercial or financial information the city has received from a business prospect(s), and to deliberate the offer of a financial or other incentive to a business prospect(s). B. Council shall convene into a closed executive session pursuant to Section 551.074 of the Texas Government Code to deliberate the appointment, employment, evaluation, reassignment, duties, discipline, or dismissal of the City Manager. Suggested Action: Attachments: 469 Agenda Item No:7.1 CITY COUNCIL Agenda Item Report Meeting Date: September 19, 2023 Submitted by: Kimberly Thompson Submitting Department: City Secretary Item Type: Discussion Agenda Section: Subject: A. Any action as a result of executive session regarding purchase, exchange, lease or value of real property and commercial or financial information the city has received from a business prospect(s), and the offer of a financial or other incentive to a business prospect(s). B. Any action as a result of executive session regarding the appointment, employment, evaluation, reassignment, duties, discipline, or dismissal of the City Manager. Suggested Action: Attachments: 470