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062819 Friday Staff Report
`„F City Manager's Office DENTON 215 E. McKinney St., Denton, TX 76201 • (940) 349-8307 MEMORANDUM DATE: June 28, 2019 TO: The Honorable Mayor Watts and Council Members FROM: Todd Hileman, City Manager SUBJECT: Friday Staff Report I. Council Schedule A. Meetings 1. No - City Council Luncheon on Monday, July 1, 2019 2. No - Committee on the Environment Meeting on Monday,July 1, 2019 3. Traffic Safety Commission Meeting on, Monday, July 1, 2019 at 5:30 p.m. in the City Council Work Session Room. 4. No - Work Session of the City Council on Tuesday,July 2, 2019 5. No - Agenda Committee Meeting Wednesday, July 3, 2019 at 2:30 p.m. in the City Manager's Conference Room. 6. Development Code Review Committee Meeting on Friday, July 5, 2019 at 11:00 a.m. in the City Council Work Session Room. II. General Information & Status Update A. DME Mutual Aid Storm Assistance — Following severe storms in Greenville, Texas last week, DME responded to a request from the Mutual Aid program to assist the Greenville Electric Utility System (GEUS), in restoring power and repairing infrastructure in that area. DME dispatched two distribution line crews and one service truck(totaling 13 employees) to Greenville on Saturday, June 22. The crews worked 16-hour days to change poles, hang transformers, and respond to service calls. GEUS General Manager Alicia Price said DME's help was instrumental in restoring service to residents, and she has heard "nothing but praise" for DME crews from GEUS employees. Crews returned to Denton late on Wednesday, June 26. DME is a member of the American Public Power Association, an organization that routinely coordinates emergency storm OUR CORE VALUES Integrity • Fiscal Responsibility • Transparency • Outstanding Customer Service 1 restoration activities and the mutual aid program. DME is reimbursed for all costs incurred as a result of responding to mutual aid requests that positively impacts the lives of many during their time of need. Staff contact: Brent Heath, DME B. Use of City's Plastics for Recycled Carpet — During the June 11 City Council meeting, Mayor Pro Tem Hudspeth requested information on potential use of plastic from the City's waste stream for recycled carpet. Staff research shows that only #1 plastics (PET) are suitable for use in recycled content carpet. The PET from clear plastic bottles is processed and spun into polyester and nylon,which is tufted into new carpet. According to the 2017 National Association for PET Container Resources (NAPCOR) Report on Postconsumer PET Container Recycling Activity, 366,000 tons, or approximately 46.5% of all PET recycled in the US, was converted to fiber. This fiber is used by the carpet industry and is the largest potential use of all PET recycled in the US. The top two carpet manufacturers in the US, which accounts for approximately 70% of the market share, consume approximately 50% of the volume as recycled content in their flooring products. As a reminder, the City of Denton's materials recycling contract with Pratt Industries states that all recyclable materials collected by Solid Waste becomes the property of Pratt upon collection.Pratt is then solely responsible for the marketing and sale of those materials. While some of the plastics sold by Pratt are likely used to manufacture recycled carpet, the contract does not provide the City with an option to independently divert its recyclable materials to a particular processor. Staff contact: Brian Boerner, Solid Waste and Recycling C. On-Street Parkin in n Longhorn Cove—On June 14, 2019, staff received a request from Mayor Pro Tem Hudspeth to evaluate on-street parking along Duchess Drive in the Longhorn Cove Development to assess roadway safety. Staff have reviewed current conditions and, because the street is only partially constructed, confirmed that on-street parking is creating a safety hazard. When the road is fully constructed, on-street parking safety issues will be significantly alleviated. Since `No Parking' along Duchess Drive is currently recommended based on the incomplete street, staff will add an item to the August 5 Transportation Safety Commission (TSC) agenda. If approved by TSC, a proposed `No Parking' Ordinance will be presented to the City Council for approval on August 20. If the ordinance is approved by the City Council, Capital Projects will then install the appropriate signage and/or pavement markings along Duchess Drive. Staff contact: Pritam Deshmukh, Capital Projects D. Accessible Parking in Downtown— Staff was recently asked if efforts such as the valet waste collection pilot,which will eliminate certain on-street dumpsters in the downtown area, could lead to the creation of additional Americans with Disabilities Act (ADA) accessible parking spaces around the Courthouse square. The Mews Streets, which are the streets one block back from the square, are currently being evaluated for traffic improvements, and staff will factor in the additional space created by removing dumpsters in their assessment. Staff have also evaluated the parking spaces around the square and in the adjacent overflow parking lot on McKinney Street(see the attached map). The overflow parking lot 2 on McKinney Street does not currently meet minimum ADA requirements and staff is proposing the addition of six accessible parking spaces to the lot. The McKinney Street lot is currently a mix of paved and gravel surfaces. Staff have identified four spaces on the north side of the lot where there is existing pavement adjacent to the crosswalk and two spaces on the south side of the lot that are most conducive to the new accessible parking. This lot is scheduled to be resurfaced in the next thirty days; staff will initially use temporary ADA markings and signage to indicate accessible spaces. After the lot is resurfaced, permanent accessible parking signs and markings will replace the temporary markings. Staff will provide an update on downtown accessible parking efforts to the Committee on Persons with Disabilities at their next regularly scheduled meeting on Thursday, July 18, 2019. Staff was also asked to provide additional temporary accessible parking around the square for the July 27 ADA Rally. Additional details on the rally will be provided in a future Friday Report. Staff contact: Brian Jahn, Capital Projects E. Police Officer Staffing Levels —During the April 3, 2019 City Council Meeting, Council Member Briggs requested information on the number of additional police officer positions needed to fully staff the Police Department. Over the past two and a half years,staff have identified opportunities to increase the number of sworn police officers by transferring vacant positions to Police and by adding new positions through the budget process. Since the FY 2017-2018 budget process,the City has added 21 sworn police officers, increasing staffing from 164 to 185 total officers. As a part of the FY 2019-2020 budget development process, staff is currently working to ensure there is general fund capacity to further increase police officer staffing levels for the upcoming fiscal year. To better assess the true need in the department, the Police Department is collaborating with an outside consultant, the Matrix Consulting Group, to conduct a workload analysis. Information will be shared with the City Council in fall 2019 following the completion of the Matrix Consulting Group's analysis. Staff contact: Frank Dixon, Police F. Hercules Lane Construction Update — Council Member Briggs requested an update on the construction project along Hercules Lane from Sherman to Stuart Road. Hercules Lane is currently under construction due to a water main replacement. The current projected completion date is August 6, 2019, weather permitting. Residents in the impacted area were sent letters on March 4 listing an originally projected completion date of July 29. Residents will be updated with new mailers within the next week notifying them of the revised August 6 completion date. Attached is a copy of the March 4 letter sent to residents. Staff contact: Frank Pugsley, Utilities G. Housing Placements — Council Member Briggs inquired which agencies have housed the households shown through the Denton County Homelessness Leadership Team's data dashboard. United Way has helped to go back into the system and pull these numbers since January 1,2019 through May 21,2019 for 26 households housed: 3 • Denton County MHMR Permanent Supportive Housing (PSH)— 1 • Giving Hope Rapid Re-housing(RRH)— 8 • Giving Hope Permanent Supportive Housing(PSH)— 1 • Denton County Friends of the Family Transitional Housing (TH)—6 • Catholic Charities Rapid Re-housing(RRH)—4 • Self-Resolved—6 The United Way will work to configure the system and add which agencies housed people to the dashboard as a data point. This will likely be completed in the next month or two and then the data will be available on the dashboard going forward. Staff contact: Sarah Kuechler, Public Affairs H. Pollinator Week—This year, the City of Denton celebrated Pollinator Week from June 17-23 by hosting a variety of community events. These events included pollinator story time, a volunteer event, interactive activities, and a beekeeping class designed for kids. Pollinator Week events were well attended with 167 citizens participating throughout the week. These events could not have happened without the important partnerships between: Sustainable Denton, Clear Creek Natural Heritage Center, Bee City USA, Monarch City USA, the Emily Fowler Library, the South Branch Library, Denton County Beekeepers Association, SCRAP Denton, and the Texas Master Naturalist Program. Pollinator Week encourages the community to focus on the urgent issue of declining pollinator populations. During this week, staff strives to educate members of the community about the importance of pollinators and the services they provide to the ecosystem. Staff contact: Katherine Barnett, Sustainability. ke I. Hickory Creek Widening—Staff was recently asked to provide information on the additional cost to bring the Hickory Creek widening project up to six lanes from Riverpass Drive to FM 1830. The estimate to bring Hickory Creek from four to six lanes along the segment of Riverpass Drive to FM 1830 is $3,000,000. Capital Projects staff are currently coordinating with regional partners including the North Central Texas Council of Governments to identify project funding. Depending on funding availability at state and regional levels, the additional $3,000,000 can be covered either by regional partners or through the available contingencies within the project budget. Staff acknowledges that there are several advantages to widening the road to six lanes with the next phase of the project including efficiencies from one-time construction costs and reducing the impact to motorists 4 in the future.Right-of-way acquisition is currently being performed to ensure there is adequate space to ultimately bring Hickory Creek to six lanes. Staff contact: Pritam Deshmukh, Capital Projects L Upcoming Community Events and Meetings A. Events 1. Liberty Run 5K and 1-Mile Walk—July 4 at 7:30 a.m. at Denton Civic Center. $25 per participant and gift bags include Bluetooth speakers and T-shirts. Register at www.dentonparks.com. Staff contact: Jennifer Eusse, Parks and Recreation 2. Fourth of July Jubilee — July 4 from 7:30 a.m. to noon at Denton Civic Center (321 E. McKinney St.). The Jubilee begins at 9 a.m. in the Civic Center and includes family games and fun. The Hot Dog Eating Contest is at 11:30 a.m. as part of the Jubilee. The family events are all free and open to the public. Staff contact: Jennifer Eusse, Parks and Recreation B. Community Meetings 1.South Lakes Public Input Meeting—Monday,July 22 at 6:00 p.m.at South Lakes Park Pavilion #2 (556 Hobson Ln.); Staff contact: Gary Packan, Parks and Recreation II. Attachments A. McKinney Street Parking Lot Map..........................................................................6 B. March 4 Hercules Construction Letter.....................................................................7 C. Independence Day Closings Press Release .............................................................8 D. Firework Safety Press Release ..............................................................................10 III. Informal Staff Reports A. 2019-133 Board of Ethics Recommendations .....................................................I I B. 2019-134 City Hall West Renovation .................................................................14 C. 2019-135 Park 7 Environmental Assessment ......................................................17 IV. Council Information D. Council Meeting Requests for Information..........................................................91 E. Other Council Requests for Information..............................................................93 F. Council Calendar..................................................................................................95 G. Future Work Session Items ..................................................................................98 H. Street Construction Report...................................................................................99 5 da 1 AM dp �rl • r N' , I r .' 04 kk , r 6 March 4, 2019 RE: Hercules Lane Construction Dear Resident or Property Owner: We are contacting you to inform you that on March 19, the City of Denton will begin construction on Hercules Lane from Sherman Drive to Stuart Road. This construction will replace the water main and water services. Weather conditions and utility conflicts may impact the plans,but we hope to have the project completed by July 29. During this time, there will be no parking on the street and all residents will have access to their homes. Hercules Lane will be closed to thru traffic during construction and reopened at the end of each work day. If your driveway happens to be blocked and you need access in or out, you can speak with an on-site crew member directly, or call Utilities Dispatch at (940) 349-7000 (choose option 3)to have someone notify the crews. Detours will be provided when necessary. As part of the project, replacement sod may be placed in your yard and should be watered by the home owner after it is placed. Any issues may be reported within 30 days of the project's completion. We apologize for any inconvenience, and we hope that you will appreciate the new services when the project is completed. If you have any questions or would like to discuss the project, please contact Chris Campbell,Water Distribution Field Service Supervisor, at(940) 349- 7167, or at Chris.Campbell@cityofdenton.com. Visit www.improvingdenton.com for more information about the Hercules Lane project and to stay updated on current and upcoming projects from the City, sign up for email notifications, and view construction maps. IMPROVING 0EINTCN Independence Day Operating Hours and Closings City Facilities Closed July 4 DENTON, TX,June 28,2019-City of Denton facilities will be closed on Thursday, July 4 in observance of the Independence Day holiday and will reopen at 8 a.m. on Friday, July 5. Please note the following with respect to specific City of Denton services and facilities. Libraries All libraries will be closed on Thursday, July 4 and will resume regular hours on Tuesday, July 5. Additionally, all libraries will close at 6 p.m. on Wednesday, July 3. Animal Services and Shelter Animal Services and the Linda McNatt Animal Care &Adoption Center will be closed on Thursday, July 4 and will resume regular hours on Friday, July 5. To report an animal-related non-emergency, call (940) 349-8181 and select option 8. In case of an emergency, dial 911. Parks and Recreation Denia Rec Center, MLK Jr. Rec Center,North Lakes Rec Center, Denton Senior Center, American Legion Hall,North Lakes Driving Range, and Goldfield Tennis Center will be closed on Thursday, July 4. The Denton Civic Center will be open from 6 a.m. to noon for Independence Day festivities. The following facilities will be open with regular operating hours on Thursday, July 4: Water Works Park, Civic Center Pool, and the Denton Natatorium. Public Safety Public safety personnel will be on duty during the holiday. The Denton Police Department non- emergency number is (940) 349-8181, and in case of an emergency, dial 911. Utilities Customer Service will be closed on Thursday, July 4. To report a utility service emergency, call utilities dispatch at (940) 349-7000. Solid Waste and Recycling There will be no curbside trash, recycling, home chemical collections, or yard waste collection on Thursday, July 4. The Thursday collection will occur on Friday, July 5. The City of Denton Landfill will be open 7 a.m. to noon on July 4. Check www.dentonrecycles.com or your Residential Solid Waste &Recycling Service Calendar for current schedule information. 8 Airport Airport administrative offices will be closed on Tuesday July 4. The air traffic control tower will be open from 6 a.m. to 10 p.m., and the airfield will remain open 24 hours per day. Flight services will be available from 6 a.m. to 10 p.m. throughout the holiday. On behalf of the City of Denton, have a safe and happy holiday. Visit www.cityofdenton.com for more news and to stay updated. 9 Firework Safety Denton Fire Department Reminds Residents Fireworks are Illegal in the City DENTON, TX,June 28,2019—The Denton Fire Department would like to remind residents that it is illegal to use or possess fireworks within the Denton city limits or to use fireworks within 5,000 feet of the city limits. Offenders may be fined up to $2,000 and fireworks will be confiscated. If you live where fireworks are permissible, here are some tips to keep you safe when buying, using, or enjoying fireworks: • Always buy from an established retail outlet; • Never make your own fireworks, and be on the lookout for anyone experimenting with homemade fireworks; • Always read and follow the directions on the label; • Light fireworks away from homes or buildings; • Keep a bucket of water nearby; • The person discharging the fireworks should wear eye protection and never have any part of their body over a firework; • Be sure other people are out of range before lighting fireworks; • Light only one firework at a time-and never re-light a "dud" firework; • Never discharge fireworks in metal or glass containers and do not carry them in your pocket; • Be sure to have a responsible adult in charge; and • Never allow children to play with fireworks. For more information on fireworks and fire prevention,visit www.dentonfire.com and click on "Fire Prevention". Contact: Jason Eddington, (940) 349-8848,Jason.Eddington(a-)cityofdenton.com Visit www.cityofdenton.com for more news and to stay updated. 10 Date:June 28,2019 Report No. 2019-133 INFORMAL STAFF REPORT TO MAYOR AND CITY COUNCIL SUBJECT: Board of Ethics Letter of Recommended Changes to the Ethics Ordinance BACKGROUND: Proposition D was approved in a City of Denton Charter Election on November 7, 2017 providing for the creation of an Ethics Ordinance. The Denton City Council adopted Ethics Ordinance 18- 757 on May 1, 2018 in order to increase public confidence and provide a framework to encourage ethical behavior. In July of 2018, the ten members of the Board of Ethics (Board) were appointed and sworn into office. Section 2-277 (i) authorizes the Board of Ethics to recommend amendments to the Ethics Ordinance. In recent meetings on January 16, 2019, February 20, 2019 and June 12, 2019, the Board discussed and believes that several potential amendments merit consideration and further public input. DISCUSSION: During the Board of Ethics meeting on June 12, 2019, the Board elected a new Chairperson and readdressed the previous recommendations made by the Board on February 20, 2019 regarding amendments to the Ethics Ordinance (Ordinance). The Board deleted one of the recommendations and added three more to the previous list of recommendations. The Board requests that Council review these recommendations and give the Board guidance as to which recommendations the City Council gives priority. CONCLUSION: The Board of Ethics has identified seven recommendations that they believe need to be amended or provide further clarification in order to ensure that the Ordinance functions as the City Council and citizens of Denton intended. The Board is requesting guidance from City Council on these seven recommendations. A work session presentation to further discuss the Board of Ethics' recommendations is currently scheduled for July 16. ATTACHMENT(S): Attachment 1 —Informal Staff Report Attachment 2—Letter of Recommendations STAFF CONTACT: Umesh Dalal City Auditor ume sh.dalal(a-,cityofdenton.com REQUESTOR: Board of Ethics PARTICIPTAING DEPARTMENT: Internal Audit STAFF TIME TO COMPLETE REPORT: 2.5 Hours 11 OF Board of Ethics DENTON 215 E. McKinney St., Denton, TX 76201 • (940) 349-8531 June 13, 2019 City Council Members 215 E. McKinney Street Denton, Texas 76201 Honorable Members of the City Council, The City of Denton Board of Ethics is charged to recommend amendments to the Ethics Ordinance to the City Council for consideration.' As the first anniversary of the Ordinance's enactment approaches, the Board believes that several potential amendments merit consideration and further public input. We therefore make the following general recommendations. We ask that Council review these recommendations and give the Board guidance as to which the Council gives priority. This may include some, none, or all of our recommendations. With this guidance, the Board will draft more specific amendments for Council consideration. If the Council chooses to draft specific amendments itself, or delegates the task to the City Attorney, we strongly recommend that the Council consider provisions of the Model Ethics Code.2 Recommended Ethics Code Amendments 1. Conflicts of Interest. The Board recommends amendment of the conflicts of interest provisions to fall more in line with State law, and more in keeping with the general public's understanding of conflicts of interest. 2. Respondent. The Board recommends replacement of the term "Accused" with "Respondent" throughout the Ordinance. ' City of Denton Code of Ordinances, Chapter 2, Article XI, Sec. 2-277(i). 2 Published by City Ethics, Inc., https://www.cityethics.org/content/model-code-introduction OUR CORE VALUES Integrity • Fiscal Responsibility• Transparency• Outstanding Customer Service ADA/EOE/ADEA www.cityofdenton.com TDD(800)735-298912 3. Complaint Service. The Board recommends the addition of the Accused to the list of those who receive a copy of an Ethics Complaint when is it deemed administratively complete. 4. Whistleblower Protection. The Board recommends the addition of protections for city officials or employees who report ethics violations. 5. Candidate for City Office. The board recommends the ordinance be amended to disallow candidates for elected City offices from serving on the board. 6. Advisory Opinion Reconsideration. The board recommends amending section 2-283 of the Ethics Code to include a provision to allow for reconsideration of an advisory opinion by the Board. 7. Vacancies. Because of the uniqueness of the timeframe in which the Board is required to operate, it is recommended that vacancies occurring on the Board be filled within 30 days. Respec y submitted, ara To n Chair, Board of Ethics CC: Aaron Leal, City Attorney Todd Hileman, City Manager 2 13 Date: June 28, 2019 Report No. 2019-134 INFORMAL STAFF REPORT TO MAYOR AND CITY COUNCIL SUBJECT: Update on staff recommendations regarding next steps for the City Hall West renovation project. BACKGROUND: In July 2017, the City engaged the historical architectural firm, Architexas to assist with the proposed renovation of the 1927 City Hall known as City Hall West. The firm was charged with completing an assessment of the facility and to develop three preliminary conceptual designs with a cost analysis of each concept. The report produced detailed the building's current condition and originally presented these options for the scope of work. • Option 1: Complete restoration of the exterior and interior to the original design as close as possible that will meet all local building codes and accessibility requirements. o Projected Budget: $5,352,430 • Option 2: Rehabilitation of the building with the restoration of the exterior and an adaptive use strategy for the interior to accommodate complimentary new use. o Projected Budget: $5,698,956 • Option 3: Restoration of the exterior and renovation of the interior to meet the minimum requirements of life safety and accessibility. o Projected Budget: $3,775,176 During the presentation in August 2017, City Council directed staff to establish a City Hall West Steering Committee to discuss options for renovation to the building and, to present the Council with recommendations. A 24-member Committee was established in November 2017 with a charge to consider and advise City Council regarding the extent the building should be renovated, financial options, leasing options, acceptable uses, and whether to seek or apply for grant funding. The estimated total cost of the committee's recommended renovation was$6,630,000 and included a six-to nine-month design timeline and 15 to 18 months for construction. Major phases of the renovation include window replacement and exterior masonry veneer cleaning, auditorium restoration, creation of multipurpose room, and mechanical component upgrade or replacement. A work session was held on November 13 where City Council provided feedback on potential design aspects. Ultimately, staff direction was given to move forward with window replacement for $320,000. 14 Date: June 28, 2019 Report No. 2019-134 Design documents have been submitted to and reviewed by the Texas Historical Commission (THC). The THC approved the project in May 2019. Staff can begin the bid process for the window replacement by late June/early July 2019. Overview of State Historic Preservation Incentive In January of 2015, the State of Texas began accepting applications for its tax credit program. Utilizing the Texas Historic Preservation Tax Credit Program would require some form of agreement with a non-profit entity. The following is from the THC website: The definition for eligible costs and expenses in IRS Section 42(c)(2)includes depreciation and tax-exempt use provisions which must be met and generally appear to preclude use of the credit by governmental bodies. Buildings owned by governmental entities may be eligible for the state and federal tax credit programs, if the building is operated by a long- term lessee(requiring a 39+year lease),then that lessee is considered to have an ownership interest. If that lessee uses the building for an eligible business or non-profit use and incurs all project costs, then that lessee would be able to participate in the tax credit program(s) as if they were the owner of the building. The program provides a 25% tax incentive for qualified projects and the associated work. A successful example of a preservation project completed by a non-profit is the First National Bank building in Port Arthur, Texas. The Port Arthur Economic Development Corporation bought the building from a private owner. Architexas discussed this information in their presentations. The involvement of a tax credit specialist would be essential. DISCUSSION: A reevaluation of the previous recommendation lead staff to reconsider commencing with the interior demolition first rather than accept it as part of the overall recommendations. The goal is to expose the original grand interior space to obtain a better visualization and understanding of potential uses. Upfront interior work should result in project savings in general conditions and contractor overhead by performing the demolition scope along with the windows scope. This should make the window construction in the auditorium area much easier and reduce the likelihood of damage to the new window units. Following demolition work, the interior will be in rough condition with exposed plaster and/or terracotta tile wall surfaces. Next steps for the City Hall West renovation project include: 1. Complete window replacement documentation and Texas Historical Commission approvals 2. Recommended Option: Develop interior demolition documents limited only to the interior, including the removal of the intermediate floor inserted in the auditorium 3. Advance to bid stage—group as one package, demolition and window replacement phase 4. Approve cost of work to begin work 15 Date: June 28, 2019 Report No. 2019-134 5. Window replacement to follow completion of demolition work CONCLUSION: The committee recommendation included a non-structural interior demolition to remove non- original interior elements and examine millwork and finishes from the facility. Staff recommends having the interior demolition phase be completed before the window replacement portion of work. The estimated demolition from the master plan was $242,000 as a part of the original larger project. The cost breakdown is as follows: Removal of Non-Historical Interior $242,000 General Contractor General Conditions, contingency, overhead/profit,bond, and liability $136,730 Design &Permitting Estimate (15%) $56,810 Total Estimated Cost $435,540 It should be noted that the building will not be usable as a work space or community gathering space once the interior work and window installation is complete.The recommended interior work will allow for the examination of other existing conditions. A work session to further discuss staff recommendations and future plans for the City Hall West renovation project is currently scheduled for September 10, 2019. STAFF CONTACT: Sara Hensley, Assistant City Manager Sara.Hensleygcityofdenton.com REOUESTOR: Staff Initiated PARTICIPTAING DEPARTMENTS: Facilities Management, Development Services, Procurement& Compliance, and City Manager's Office STAFF TIME TO COMPLETE REPORT: 10 Hours 16 Date: June 28, 2019 Report No. 2019-135 INFORMAL STAFF REPORT TO MAYOR AND CITY COUNCIL SUBJECT: Provide information about the proposed Park 7 development and concerns raised by residents and neighbors. EXECUTIVE SUMMARY: Staff have researched the concerns raised by residents in the Scripture and Normal Street area about the Park 7 development. Council Member Armintor also expressed concerns and requested an update on the environmental and engineering aspects of the project, including an evaluation of the risks of building in an area with groundwater. Site development has commenced with an anticipated completion within the next eighteen to twenty-four months. The concerns are related to the construction of an apartment complex and the presumed impacts from this construction. Concerns shared with staff include the construction of a multi-story below- grade parking garage; confirmation of the existence of aquifers in the area; impacts to the aquifers and existing water wells located near the construction site;potential contamination of groundwater with asbestos; and impacts to old gas lines during the construction of the below-grade parking garage. Staff found that these concerns can be addressed by providing information about the layout and design of the parking garage, the geological characteristics of the aquifers in Denton, the findings of the project's geotechnical report and measures taken during the removal of building material containing asbestos. The Texas Water Development Board (TWDB), the North Texas Groundwater Conservation District, and a hydrogeologist were consulted in the preparation of this report. BACKGROUND: Aquifers and water wells in Denton In general, an aquifer is a rock layer that contains water and releases it in appreciable amounts. The rock contains water-filled pore spaces, and when the spaces are connected, the water is able to flow through the matrix of the rock.An aquifer may also be called a water-bearing stratum, lens, or zone. Aquifers are further classified as confined or unconfined aquifers. The Trinity Aquifer, a major aquifer, extends across much of central and northeastern parts of Texas. It is composed of several smaller (minor) aquifers contained within the Trinity Group. Although referred to differently across the state, they include the Antlers, Glen Rose, Paluxy, Twin Mountains, Travis Peak, Hensell, and Hosston aquifers. These aquifers consist of limestones, sands, clays, gravels, and conglomerates. Their combined freshwater saturated thickness averages about 600 feet in North Texas and about 1,900 feet in Central Texas (US Geological Survey). 17 Date: June 28, 2019 Report No. 2019-135 The Paluxy, Antlers, Twin Mountains, and Woodbine aquifers run through Denton Country at different elevations (Attachment 1). The Washita Group formation lays on top of the Paluxy aquifer, serving as a cap or barrier along the top of the aquifer, making the two formations hydrologically disconnected from each other(Attachment 2).In other words,any water percolating through the Washita Group formation would not enter into the Paluxy aquifer. Water enters an aquifer in an area known as the recharge zone. The recharge zones for the Antler, Paluxy, and the Twin Mountain aquifers are located in Wise County (Bridgeport—Decatur area) (Attachment 3). Many of the water wells drilled in Denton tap into the Paluxy aquifer. In contrast with surface water, landowners own the groundwater beneath the land,pursuant to Tex. Water Code §36.002(a). The Texas Water Development Board and regional groundwater conservation districts (GCDs) oversee the use and management of groundwater in the state. Denton is part of the North Texas GCD. Parking garage layout and design As proposed,the Park 7 site will be developed with a multi-story structure and parking garage with two levels of subsurface parking in accordance with the Denton Development Code. According to the September 14, 2018 Geotechnical Report (Attachment 4), construction requires excavating from two to 24 feet across the footprint of the main building pad and the parking garage. The site is currently at an elevation of 706 feet above sea level and the lowest point of the excavation would reach approximately elevation 672 feet. The Paluxy Aquifer upper boundary is located at an elevation of 500 feet. Therefore,there is an approximately 172 foot separation between the lowest excavation point and the upper boundary of the Paluxy Aquifer. It is also important to note that the excavation will take place in the Washita Group, a geological formation located above the Paluxy Aquifer that is hydrologically disconnected from the aquifer underneath. Any water percolating through the ground at the site would not enter into the Paluxy Aquifer, nor would the excavation change the flow patterns within the Paluxy Aquifer formation or affect any existing water wells. Groundwater contamination by asbestos Even though the human digestive system can be exposed to asbestos fibers from drinking water and mucous cleared from the lungs, breathing asbestos-containing air into the lungs is the most concerning type of asbestos exposure. In Texas, the Department of State Health Services requires performing a survey to determine the presence of asbestos before conducting a building renovation or demolition. If confirmed, abatement of asbestos must be conducted by a licensed asbestos contractor. As a part of the City building permit process, the City requires certification that these procedures have been followed. Demolition permits for 1401 and 1519 Scripture indicated that asbestos was found in the adhesive of floor tiles and joint compound used on dry walls. The applicant provided a copy of the asbestos abatement report from a licensed asbestos contractor. The report documented the process of removing the construction materials containing asbestos and 18 Date: June 28, 2019 Report No. 2019-135 adherence to the proper protocol. Based on this information, there is no evidence of potential groundwater contamination with asbestos associated with demolition work and subsequent construction of the Park 7 apartments. Impacts to gas lines The replat for the Park 7 apartments was approved in August 2017. The plat shows no existing gas easements on the property (Attachment 5). Staff has notified Atmos about the proposed development and have requested information concerning any gas lines on the site. Atmos has also stated that they will examine their infrastructure in the area. CONCLUSION: Staff finds no evidence that the excavation for the below-grade parking garage would negatively impact the Paluxy Aquifer. The depth information provided in the Geotechnical Report combined with the isolation provided by the Washita Group indicates that the proposed activity does not pose a risk to the underlying aquifer. Denton staff discussed the issue with staff at the North Texas Groundwater Conservation District, which is the regulatory entity for groundwater protection in this area, and staff at the District agreed with this finding. Proper procedures were followed during the abatement of asbestos prior to building demolition on the site. Site information did not indicate any gas line easements on the property, and Atmos staff has been informed of the development and will assess infrastructure in the area. ATTACHMENT(S): 1. Geologic Cross Section of the Trinity Aquifer for Wise, Denton, and Collin Counties 2. Geologic Cross Section of the Paluxy Aquifer for Decatur—Denton Corridor 3. Paluxy Recharge and Aquifer Zones Map 4. September 14, 2018 Geotechnical Report 5. Park 7 Final Replat STAFF CONTACT: Deborah Viera Assistant Director of Environmental Services 940.349.7162 Deborah.Viera(d),,cityofdenton.com REOUESTOR: Council Member Armintor PARTICIPTAING DEPARTMENTS: Environmental Services, Utilities Administration, Development Service, City Attorney's Office, and City Manager's Office STAFF TIME TO COMPLETE REPORT: 40 Hours 19 ATTACHMENT 1 Geologic Cross Section of the Trinity Aquifer for Wise, Denton, and Collin Counties Ww co—ty Oenlen Cwm7 I WUn C4.e7 I .1 C—xv A A' 1200 C/teR BAaM 1000 6srR Nay APPROuu•/ATE LAND SURFACE 300 Eot/FwR B00 Elm Fwl WAi/t NOtk Trinity Rner C"'A uk.Lw+Pv �i;i;4ti`•iy`iL`r%:i;`?:;^ 200 400 600 ty I00 200 h C� S.Ltuel Sea L—i ✓�%` 200 To7,150it.T09,52611. � 3 Ca 4 00 400 L\ 600 F 7.0.3,86611. o �r� 200 v 800 1000 TD 3,9231, c o n 300 0 1200 4 400 1400 n 0 S 1600 u T04,79111. SOO 1800 T.O 7,75111. 4�% 2000 � 600 e 2200 PAleozoic racks 700 urefilkrtmiolao 1i 2400 4 Frt4erbsOvrp Grwo - 2600 Soo S a 2800 2 a 3000 900 3200 000 3400 3600 1100 3600 4000 _ 1200 4200 \ i Index Mop 1300 4400 4600 1400 4 800 5000 500 5200 1600 5400 5600 1700 5800 Figure 3. Geologic cross section(Baker 1990). 20 ATTACHMENT 2 Geologic Cross Section of the Paluxy Aquifer for Decatur—Denton Corridor Cross Section —Well Bottom Angers Washda/Fredericksburg 1200 ;000 " D catur Denton 800 600 400 0 200 0 -200 -400 -600 -s00 -1000 - — ovbry��!>ry�PryAcc 1 ry143 Demo(mi) 21 ATTACHMENT 3 Paluxy Aquifer Pilot POIN a lacksboro Laker Bridgeport -Bridgep y'Denton\ rR Little Elm F ris c Recharge Aquifer Zone t - Le.vislle lots rMound _ I BriW Trrnrry - - - - - - t Aquifef I - tpruiytu, lr Trinity rTim)tl Won tic 22 23 Geotechnical Engineering Report Park Place Denton, Texas September 14, 2018 • • D&S ENGINEERING LABS L 01�4 1, September 14, 2018 D&S ENGINEERING LABS Michael Stimpson Construction Manager Park7 Group 461 Park Ave S, Floor 4 New York, New York 10016 GEOTECHNICAL INVESTIGATION D&S ENGINEERING#G18-2196 PARK PLACE DENTON SCRIPTURE STREET DENTON, TEXAS Mr. Stimpson, As requested, D&S Engineering Labs, LLC has completed the Geotechnical Investigation for the above-referenced project. This investigation was conducted in accordance with Proposal No. GP18-2196 dated July 30, 2018. Authorization to proceed was received on August 2, 2018. We appreciate the opportunity to provide professional geotechnical engineering services to you. We are available to discuss any questions which may arise regarding this report. Please do not hesitate to call when we can provide any additional services. Sincerely, D&S Engineering Labs, LLC *fjr *: r G.. HO •� r 1vIARK103.......... 91 fIl 9s••• C1.6 ``�'•�• jt�,•. r�ENs�•���� Jennifer Shields, P.G. Mark G. Thomas, P.E., P.G. Senior Engineering Geologist Principal Geotechnical Engineer 14805 Trinity Boulevard, Fort Worth, TX 76155 Geotechnical 817.529.8464 ;orporate 940.735.3733 www.asengiabs.com Texas Engineer Firm Registration#F-12796 25 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................................................1 2.0 PURPOSE AND SCOPE .....................................................................................................2 3.0 FIELD AND LABORATORY INVESTIGATION ....................................................................3 3.1 General ..........................................................................................................................3 3.2 Laboratory Testing .........................................................................................................4 3.2.1 Unconfined Compression Tests............................................................................5 3.2.2 Overburden Swell Tests........................................................................................5 3.2.3 Direct Shear ..........................................................................................................5 4.0 SITE CONDITIONS..............................................................................................................5 4.1 Stratigraphy....................................................................................................................5 4.2 Groundwater ..................................................................................................................7 5.0 ENGINEERING ANALYSIS .................................................................................................8 5.1 Estimated Potential Vertical Movement (PVM) ..............................................................8 6.0 FOUNDATION RECOMMENDATIONS...............................................................................8 6.1 Straight-sided Drilled Shafts...........................................................................................8 6.1.1 Lateral Load Parameters.....................................................................................10 6.1.2 Drilled Shaft Construction Considerations...........................................................11 6.1.3 Pier-Supported Grade Beams.............................................................................12 6.2 Soil-Supported Floor Slab............................................................................................13 6.3 Floor Slab Sub-Drain System.......................................................................................13 7.0 EARTHWORK RECOMMENDATIONS .............................................................................13 7.1 Soil Preparation for Grade-supported Floor Slabs.......................................................14 7.2 Additional Considerations ............................................................................................15 8.0 BASEMENT RECOMMENDATIONS.................................................................................15 8.1 Below Grade Walls.......................................................................................................15 8.2 Wall Drainage...............................................................................................................17 8.3 Wall Backfill..................................................................................................................17 9.0 PAVEMENT RECOMMENDATIONS.................................................................................18 9.1 General ........................................................................................................................18 9.2 Behavior Characteristics of Expansive Soils Beneath Pavement ................................18 9.3 Subgrade Strength Characteristics ..............................................................................18 9.4 Pavement Subgrade Preparation Recommendations..................................................19 9.4.1 Aggregate Base ..................................................................................................20 9.5 Rigid Pavement............................................................................................................21 26 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 9.6 Pavement Joints and Cutting .......................................................................................21 9.7 Pavement Reinforcing Steel.........................................................................................22 10.0 OTHER CONSTRUCTION.................................................................................................22 10.1 Utility and Service Lines.............................................................................................22 10.2 Exterior Flatwork........................................................................................................22 10.3 Surface Drainage .......................................................................................................23 10.4 Landscaping...............................................................................................................23 10.5 Site Grading ...............................................................................................................24 10.6 Excavations................................................................................................................24 11,0 SEISMIC CONSIDERATION .............................................................................................25 12.0 LIMITATIONS.....................................................................................................................25 APPENDIX A— BORING LOGS AND SUPPORTING DATA APPENDIX B — GENERAL DESCRIPTION OF PROCEDURES 27 GEOTECHNICAL INVESTIGATION PARK PLACE DENTON DENTON, TEXAS 1.0 PROJECT DESCRIPTION This report presents the results of the geotechnical investigation for the proposed Park Place Denton, a student housing facility. The new facility will be located on the southeast corner of the intersection of Scripture Street and Normal Street in Denton, Texas. The new development will be a podium style structure with the residential units partially wrapping around a new parking garage. The north portion of the site will be developed with one below grade parking garage level, and 5 stories of apartments above it. A courtyard will be constructed on the ground floor level above the parking garage with the residential units wrapping around it. The south portion of the site will be developed with a six-story parking garage, including two below-grade levels, an outdoor pool area on the upper level, and four stories of apartments on the west side of the parking garage. The overall development will have a footprint of about 77,000 square feet. The site is currently developed with several commercial and residential structures and associated pavements. The structures were not razed prior to the geotechnical investigation. Based on the NCTCOG dfwmaps.com and available structural site and layout plan, Park7 Group, dated March 9, 2018, the overall site slopes from the northeast corner down to the southwest corner, with an overall topographic relief on the order of 10 feet. The overall site requires cuts on the order of 2 to 24 feet to accommodate below grade stories, and fills on the order of 2 to 6 feet to reach final finished floor elevations at other portions of the site. Photographs showing the recent site condition are presented below. -r 1 28 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 s � ARt 2.0 PURPOSE AND SCOPE The purpose of this investigation was to: • Identify the subsurface stratigraphy present at the site. • Evaluate the physical and engineering properties of the subsurface soil and bedrock strata for use in the geotechnical analyses. • Provide geotechnical recommendations for use in the design of foundations, pavements and below grade walls for the new facility. The scope of this investigation consisted of: • Drilling and sampling a total of nine (9) borings, advanced within the building footprint to depths of 50 to 70 feet. • Laboratory testing of selected soil and bedrock samples obtained during the field investigation. • Preparation of a Geotechnical Report that includes the following: o Evaluation of Potential Vertical Movement (PVM) o Recommendations for the design of foundations o Recommendations for earthwork o Recommendations for pavement design o Recommendations for below grade walls 2 29 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 3.0 FIELD AND LABORATORY INVESTIGATION 3.1 General The borings were advanced utilizing a truck-mounted drilling equipment outfitted with hollow stem flight augers. Undisturbed samples of cohesive soils and weathered bedrock strata were obtained using 3-inch diameter tube samplers, which were advanced into the soils in 1-foot increments by the continuous thrust of a hydraulic ram located on the drilling equipment. After sample extrusion, a hand penetrometer measurement was performed on each cohesive soil sample to provide an estimate of soil stiffness. Soil and bedrock materials were also intermittently tested in-situ using cone penetration tests in order to determine their resistance to penetration. For this test, a 3-inch diameter steel cone is driven by the energy equivalent of a 170-pound hammer falling freely from a height of 24 inches and striking an anvil located at the top of the drill string. Depending on the resistance of the soil and bedrock materials, either the number of blows of the hammer required to provide 12 inches of penetration is recorded (as two increments of 6 inches each), or the inches of penetration of the cone resulting from 100 blows of the hammer are recorded (as two increments of 50 blows each). Soils and bedrock materials were sampled in general accordance with the Standard Penetration Test (ASTM D1586). During this test, a disturbed sample of subsurface material is recovered using a nominal 2-inch O.D. split-barrel sampler. The sampler is driven into the soil strata utilizing the energy equivalent of a 140-pound hammer falling freely from a height of 30 inches and striking an anvil located at the top of the drill string. The number of blows required to advance the sampler in three consecutive 6-inch increments is recorded, and the number of blows required for the final 12 inches is noted as the"N"-value. The test is terminated at the first occurrence of either of the following: 1) when sampler has advanced a total of 18 inches; 2) When the sampler has advanced less than one complete 6-inch increment after 50 blows of the hammer; 3) when the total number of blows reaches 100; or 4) if there is no advancement of the sampler in any 10-blow interval. Bedrock strata in four of the structure borings were near-continuously cored using a double-tube core barrel fitted with a tungsten-carbide, saw-tooth bit. The length of core recovered (REC), expressed as a percentage of the coring interval, along with the Rock Quality Designation (RQD), is tabulated at the appropriate depths on the Log of Boring illustrations. The RQD is the sum of all core pieces longer than four inches divided by the total length of the cored interval. Core pieces shorter than four inches which were determined to be broken by drilling or by handling were fitted together and considered as one piece. All samples obtained were extruded in the field, placed in plastic bags to minimize changes in the natural moisture condition, labeled according to the appropriate boring 3 30 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 number and depth, and placed in protective cardboard boxes for transportation to the laboratory. The approximate locations of the borings performed at the site are shown on the boring location map that is included in Appendix A. Existing ground elevation of boreholes are included in the boring logs using available topographic maps in dfwmaps.com. The specific depths, thicknesses and descriptions of the strata encountered are presented on the individual Boring Log illustrations, which are also included in Appendix A. Strata boundaries shown on the boring logs are approximate. 3.2 Laboratory Testing Laboratory tests were performed to identify the relevant engineering characteristics of the subsurface materials encountered and to provide data for developing engineering design parameters. The subsurface materials recovered during the field exploration were initially logged by the drill crew and were later described by a Geotechnical Engineer in the laboratory. These descriptions were later refined by a Geotechnical Engineer based on results of the laboratory tests performed. All recovered soil samples were classified and described in part using the Unified Soil Classification System (USCS) and other accepted procedures. Bedrock strata were described using standard geologic nomenclature. In order to determine soil characteristics and to aid in classifying the soils, index property and classification testing were performed on selected soil samples as requested by the Geotechnical Engineer. These index property and classification tests were performed in general accordance with the following ASTM testing standards: • Moisture Content ASTM D2216 • Atterberg Limits ASTM D4318 • Percentage of Particles Finer than No. 200 Sieve ASTM D1140 Additional tests were performed to aid in evaluating strength and volume change which consisted of the following: • Unconfined Compressive Strength of Soil ASTM D2166 • Unconfined Compressive Strength of Rock Cores ASTM D7012 • Direct Shear ASTM D3080 • Overburden Swell Testing The results of index property, strength, and swell tests are presented at the corresponding sample depths on the appropriate Boring Log illustrations. The index property and classification testing procedures are described in more detail in Appendix B. 4 31 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 3.2.1 Unconfined Compression Tests Unconfined compressive strength testing was performed on selected soil samples and sections of intact bedrock cores. These tests were performed in general accordance with ASTM D2166 Method for soil samples and ASTM D7012 Method C for selected bedrock core samples. During each test, a cylindrical specimen is subjected to an axial load that is applied at a constant rate of strain until either failure or a large strain (i.e., greater than 15 percent) occurs. Once the test is completed, the unit weight of the sample is determined based on the moisture content. 3.2.2 Overburden Swell Tests Selected samples of the near-surface soil were subjected to overburden swell testing. For this test, a sample is placed in a consolidometer and subjected to the estimated overburden pressure. The sample is then inundated with water and is allowed to swell. The moisture content of the sample is determined both before and after completion of the test. Test results are recorded, including the percent swell and the initial and final moisture contents. 3.2.3 Direct Shear Direct shear tests were performed on selected soil samples. Those tests were performed in general accordance with ASTM D3080. The test consists of placing a sample of relatively undisturbed soil and subjecting it to full saturation and consolidation. A shear force is then applied on the sample at a rate appropriate to maintain drained soil conditions. Test results are recorded and plotted in a shear stress vs. horizontal deformation graph, from where peak stress is calculated. A graph of shear stress vs. normal stress allows computation of cohesion and friction angle values. 4.0 SITE CONDITIONS 4.1 Stratigraphy Based upon a review of the recovered samples, as well as the Geologic Atlas of Texas, Sherman Sheet, this site is characterized by soil and bedrock strata associated with both the Woodbine Formation, and the undivided Grayson Marl and Main Street Limestone Formation. At the surface within Borings B1 through B5 and B9, 4 to 8 inches thick asphalt pavements sections were observed. Beneath the asphalt layer within Borings B3 and B5 and at the ground surface within Borings B6 and B7, clay fill soils are present. The fill soils are stiff to very stiff in 5 32 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 consistency, are various shades of brown and gray in color, and contain variable amounts of aggregate fragments and sand. Below the fill soils within Borings B3, B5, B6, and B7, beneath the asphalt sections within Borings B1, B2, and B4, and at the ground surface within Borings B8 and B9, clay, sand and silt soils mixed at variable composition were encountered. The cohesive clay and silt soils are stiff to very stiff in consistency, are various shades of brown and gray, and red in color, and contain variable amounts of calcareous nodules, iron oxide stains, and iron oxide nodules. The granular (sand) soils are medium dense to very dense in condition, are various shades of brown and gray in color and contain variable amounts of iron oxide stains. The overburden soils extend to depths of about 13 to 20 feet. Below the overburden soils within Borings B1 through B5, sandstone bedrock strata are present, which extend to depths of about 20 to 34 feet. The sandstone bedrock strata are very weakly cemented, are very soft to soft in rock hardness, are various shades of brown and gray in color and contain variable amounts of very thin shale seams. The overburden soils within Borings B6 through B9, and the sandstone bedrock strata within Borings B3 through B5, are underlain by weathered shale bedrock strata. The weathered shale are very soft to medium hard in rock hardness, are various shades of brown and gray in color and possess fissile structure. The weathered shale strata extend to depths of about 23 to 36 feet. Below the sandstone strata within Borings B1 and B2, and beneath the weathered shale strata within Borings B3 through B9, fresh shale bedrock strata are present. The fresh shale are soft to medium hard in rock hardness, are gray and dark gray in color, contain variable amounts of very thin limestone seams and possess fissile structure. The fresh shale extends to depths of about 40 to 60 feet within Borings B2, B3, and B5 through B8 and to the maximum depth explored of about 50 to 60 feet within Borings B1, B4 and B9. The fresh shale strata are underlain by fresh limestone bedrock strata within Borings B2, B3, and B5 through B8 and extend to the maximum depths explored of about 60 to 70 feet. The limestone bedrock strata are moderately hard to hard in rock hardness, are gray and dark gray in color and contain variable amounts of very thin to thin shale seams. Subsurface stratigraphy of the borings is provided in Table 1. Table 2 lists the approximate boring elevations for existing and final grades with estimated cut depths near the adjacent boreholes for below grade stories by borehole location. 6 33 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 Table 1. Subsurface Stratigraphy(Building Borings B1 through 1139) Approximate Approximate Top Approximate Top Top of of Fresh Gray of Fresh Gray Depth f Boring No. Sandstone Elevations Shale Elevations Limestone (ri MSL (MSL) Elevations (MSL) B1 EL 691 EL 672 NE 50 B2 EL 689 EL 679 EL 659 60 B3 EL 687 EL 679 EL 642 70 B4 EL 688 EL 678 EL 669 60 B5 EL 687 EL 679 EL 657 70 B6 NE EL 670 EL 661 60 B7 NE EL 664 EL 645 60 B8 NE EL 661 EL 651 70 B9 NE EL 669 NE 60 * NE = Not Encountered Table 2. Estimated Existing and Final Grade Boring ID Estimated Existing Estimated Final Grade Approx. Cut Grade Elevation (MSL) Elevation (MSL) Depth (ft.) B1 706 704 2 B2 702 690 12 B3 702 690 12 B4 702 690 12 B5 702 690 12 B6 701 690 11 B7 700 690 10 B8 696 672 24 B9 698 675 21 4.2 Groundwater Groundwater seepage was observed during drilling operations within Borings B1, B2, B4, B5, B8 and B9 at depths of about 14 to 26 feet. Upon completion of drilling operations, groundwater was observed within Boring B9 at a depth of about 14 feet. Borings B3 and B6 was observed to be dry prior to the introduction of drilling fluids at 20 feet. However, groundwater is often contained within the joints, fractures and other rock mass defects present in bedrock strata. When intercepted, these defects can produce appreciable amounts of water for a period of time, especially if those defects are extensive and well inter-connected. 7 34 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 5.0 ENGINEERING ANALYSIS 5.1 Estimated Potential Vertical Movement (PVM) Potential Vertical Movement (PVM) was evaluated utilizing different methods for predicting movement, as described in Appendix B, and based on our experience and professional opinion. At the time of our field investigation, the overburden soils were generally found to be dry in moisture condition. Based upon the results of our analysis, the surficial soils of the site to depths of about 13 to 20 feet are estimated to possess a PVM on the order of 1-inch at the soil moisture conditions existing at the time of the field investigation. However, where cuts extend to or encroach on weathered shale materials, PVM values can approach 2 inches at the soil moisture conditions existing at the time of the field investigation. Dry, average and wet are relative terms based on moisture content and plasticity. In the areas of anticipated fill, PVM will be limited to 1-inch or less when the earthwork recommendations presented herein are adhered to. Settlements for structural elements supported on subgrade soils prepared as outlined in this report should be less than 1/2-inch. 6.0 FOUNDATION RECOMMENDATIONS The near-surface soils present at the site have a low potential for post-construction vertical movement with changes in soil moisture content. Considering the extent of cuts and fills across the site, the types of structures, estimated loading intensities, and the anticipated subsurface soil conditions, we recommend that the building be supported on a drilled shaft foundation system using a soil supported floor slab system. If potential movements noted herein cannot be tolerated, consideration should be given to a structurally supported floor slab. Please note that due to the proximity of bedrock after proposed site grading, portions of certain structural elements will require some measure of rock excavation to install those elements. 6.1 Straight-sided Drilled Shafts We recommend that structural loads for the new building and other movement- sensitive structures be supported on auger-excavated, straight-sided, reinforced concrete drilled shafts. Depending on loading requirements, these shafts should be founded in bedrock strata suitable to the required loading. We recommend that straight-sided drilled piers for structural loads be a minimum of 18 inches in diameter and should be proportioned as outlined in Table 3. 8 35 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 Straight-sided drilled shafts may be designed to transfer imposed loads into the bearing stratum using a combination of end-bearing and skin friction. Drilled shafts should be designed for an allowable end bearing and side friction as outlined in Table 3 below for the new facility. Due to strain incompatibility, for shafts penetrating sandstone materials and terminating into shale strata, the lower skin friction value for shale should be used for both the sandstone and shale. Also due to strain incompatibility, where shafts penetrate and terminate into limestone strata, the allowable skin friction in any overlying sandstone or shale strata should be reduced to 1,500 psf for design purposes. The allowable side frictions noted in Table 3 may be taken from the top of the bedrock or from the bottom of any temporary casing used, whichever is deeper, to resist both axial loading and uplift. Table 3. Drilled Shaft Allowable Bearing Parameters Bearing Material Approx. Elevation Allowable Skin Allowable End Range Friction (psf) Bearing (psf) Sandstone 687 to 691 4,500 40,000 Fresh Shale 661 to 679 3,000 25,000 Fresh Limestone 642 to 661 6,500 60,000 The shafts should be provided with sufficient steel reinforcement throughout their length to resist potential uplift pressures that will be exerted. For the near-surface soils at their current moisture condition, these pressures are estimated to be approximately 750 psf over an average depth of 10 feet where fills are less than 3 feet. Where fills exceed 3 feet and are placed in accordance with the recommendations contained herein, these pressures reduce to 500 psf for the fill. In areas of deep cuts, these pressures reduce to 100 psf when cuts extend to within 2- feet of or into bedrock strata. Typically, one-half ('/2) of a percent of steel by cross- sectional area is sufficient for this purpose (ACI 318). However, the final amount of reinforcement required should be determined based on the information provided herein and should be the greater of that determination, or ACI 318. Uplift forces acting on individual shafts will be resisted by the dead weight of the structure, plus the bearing stratum-to-concrete adhesion acting on that portion of the shaft that is in contact with the limestone strata. There is no reduction in allowable capacities for shafts in proximity to each other. However, for a two-shaft system, there is an 18 percent reduction in the available perimeter area for side friction capacity for shafts in contact (tangent). The area reduction can be extrapolated linearly to zero at one shaft diameter clear spacing. Please contact this office if other close proximity geometries need to be considered. 9 36 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 We anticipate that a straight-sided drilled pier foundation system designed and constructed in accordance with the information provided in this report will have a factor of safety in excess of 2.5 against shear failure and may experience settlements of small fractions of an inch. 6.1.1 Lateral Load Parameters The subsurface stratigraphy across the site is variable. Because of this topographic variation and the resultant cuts and fills, a single "representative stratigraphy" is not provided. Instead of a range strata thicknesses based on anticipated top of shaft elevations are provided in the tables below, together with appropriate LPILETM material parameters for each type of material. These parameters were selected to conservatively approximate the subsurface conditions across the site. Table 4. Subsurface Material — LPILETm Designations Stratum Thickness Software Material Unit Weight (ft) Designation (pcf) CLAY, various shades of brown 4 20 Stiff Clay w/o Free 115 (native and grade-raise fill) Water SAND, various shades of brown 3.5 - 15 Sand 110 SANDSTONE, very weakly 20 - 34 Weak Rock 125 cemented, gray SHALE, weathered, various 3—22 Weak Rock 120 shades of brown and gray SHALE, fresh, gray, dark gray 9—40+ Weak Rock 125 LIMESTONE, fresh, gray 10—25+ Strong Rock 135 Table 5. Recommended Geotechnical Lateral Load Parameters Depth Range (ft.) Software Material Friction Angle Soil Modulus Designation (degrees) (pci) 2 - 5 Sand 27 120 5— 10+ Sand 33 110 10 37 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 Table 6. Recommended Geotechnical Lateral Load Parameters Software Undrained Unconfined Strain Modulus Material Cohesion Compressive RQD Factor Designation (psf) Strength—Rock (psi) (psi) Eso Stiff Clay w/o 1,000 NA NA NA 0.015 Free Water Weak Rock NA 150 10,000 90 0.003 Strong Rock NA 750 NA NA NA 6.1.2 Drilled Shaft Construction Considerations Groundwater seepage was encountered within Borings 131, 132, B4, 135, B8 and B9 during drilling operations or at the completion of drilling. However, groundwater may be encountered when rock mass defects are intercepted during excavations. The amount of water present in rock mass defects may fluctuate over time. Temporary casing will likely be necessary at many shaft locations, and should be locally available on site in the event that excessive groundwater seepage is encountered that cannot be controlled with conventional pumps, sumps, or other means, or in the event that excessive sidewall sloughing occurs. A licensed Engineer should be present on the first day of drilled shaft installations to verify compliance with design assumptions including 1) verticality of the shaft excavation, 2) identification of the bearing stratum, 3) minimum pier diameter and depth, 4) correct amount of reinforcement, 5) proper removal of loose material, and 6)that groundwater seepage, if present, is properly controlled. Subsequent installations of all other drilled shafts should be observed by experienced technical personnel under the direction of a licensed geotechnical engineer to verify compliance of the same. D&S would be pleased to provide these services. During construction of the drilled shafts, care should be taken to avoid creating an oversized cap ("mushroom") near the ground surface that is larger than the shaft diameter. These "mushrooms" provide a resistance surface that near- surface soils can heave against. If near-surface soils are prone to sloughing, (a condition which can result in "mushrooming"), the tops of the shafts should be formed in the sloughing soils using cardboard or other circular forms equal to the diameter of the shaft. Concrete used for the shafts should have a slump of 8 inches ± 1 inch. Individual shafts should be excavated in a continuous operation and concrete should be placed as soon after completion of the drilling as is practical. All pier holes should be filled with concrete within 8 hours after completion of drilling. 11 38 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 In the event of equipment breakdown, any uncompleted open shaft should be backfilled with soil to be redrilled at a later date. This office should be contacted when shafts have reached the target depth but cannot be completed. 6.1.3 Pier-Supported Grade Beams In fill areas, or areas constructed near existing grades, structural cardboard carton forms (void boxes) should be used to provide a minimum 4-inch void beneath the grade beams; however, trapezoidal void boxes should not be used. Where grade beams extend into bedrock, void boxes and side retainers should not be required. Care should be taken to assure that the void boxes are not allowed to become wet or crushed prior to or during concrete placement and finishing operations. We recommend that masonite or other protective material be placed on top of the carton forms per carton form manufacturer recommendations to reduce the risk of crushing the cardboard forms during concrete placement and finishing operations. We recommend using side retainers along grade beams constructed in clay materials to prevent soil from infiltrating the void space after the carton forms deteriorate. The bottoms of all grade beam excavations should be essentially free of any loose or soft material prior to the placement of concrete. Due to the depth of bedrock, the proposed Finished Floor Elevations and site grading planned at the new facility, large segments of grade beams for that structure are likely to require some depth of shale or sandstone bedrock excavation to achieve design grades. Grade beams in these areas, if utilized, may bear directly on the bedrock or on a thin (less than 3-inch thick) bed of leveling material. In either case a bond breaker such as poly sheeting or other suitable material should be placed between the bearing surface and the grade beam. Grade beams in soil materials should be formed. Grade beams in the bedrock may be neat cut and placed without forming. The exterior side of the grade beams around the structure should be carefully backfilled with on-site clayey soils. The backfill soils should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and should be placed at a moisture content that is either at or above the optimum moisture, as determined by the same test. This fill should extend the full depth of the grade beam plus void space and should extend a minimum distance of 2 feet away from the exterior grade beam perimeter. All grade beams and floor slabs should be adequately reinforced to minimize cracking as normal movements occur in the foundation soils. 12 39 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 6.2 Soil-Supported Floor Slab A soil-supported floor system that is placed directly on the subgrade will be subjected to potential vertical movement where elements are constructed near existing grades. The majority of such movement is expected to occur in the perimeter 10 feet of the building. We recommend that the subgrade be prepared according to the Earthwork Recommendations section of this report in order to reduce the potential for post- construction movement. The floor slab should be doweled to the beams at the locations of the doors in order to prevent vertical steps from forming at these high- traffic areas. We also recommend placing a moisture barrier, such as plastic sheeting, under the soil supported floor slab to mitigate the infiltration of moisture through the concrete slab. We anticipate for soil supported floor slab, reinforcement and concrete likely cannot be placed the same day final excavation grades are achieved, the base of the excavation may be deepened slightly and covered by a thin seal slab of lean concrete or flowable fill to protect the integrity of the bearing material. The bottom of all excavations should be free of any loose or soft material prior to the placement of concrete. We recommend that an experienced technical personnel under the direction of a licensed geotechnical engineer observe all excavations prior to placing concrete to verify the excavation depth, cleanliness, and integrity of the mat bearing surface. D&S would be pleased to provide these services. 6.3 Floor Slab Sub-Drain System We recommend that below grade lowest level floor slabs may be designed for drainage to resist hydrostatic uplift pressures and with a sub-drain system to release hydrostatic uplift pressures by removing the water below the floor. The need to design the floor to resist hydrostatic pressures depends on the effectiveness of the floor drain. The floor sub-drains should be imbedded in permeable material with a minimum 12-inch thickness. Collector pipes should drain the collected water to a sump from which the water would be pumped to a suitable discharge facility. Consideration should be given to the installation of a backup pump to promote continuity of service in the event the primary pump breaks down. 7.0 EARTHWORK RECOMMENDATIONS Based on plans provided by Park7 Group (dated March 9, 2018), fills on the order of 6 feet are expected near the west portion of the main building pad in order to reach a finished pad elevation of about EL 704 feet. The amount of fill required decreases to the east. As shown, the new facility will also require cuts ranging from about 2 to 24 feet across the footprint of the main building pad and the parking garage. Soil and sandstone or limestone bedrock excavated during grading may be used as grade-raise fill within the new building footprint, provided that those bedrock materials are reduced to a maximum particle size of 6-inches (no shale bedrock materials). However, these materials should not be placed 13 40 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 within 3-feet of final grade elevation where sidewalks or pavements are planned unless they are reduced in size to 1-inch or less. Earthwork recommendations for subgrade preparation for possible parking lots and grade- supported floor slabs are presented below. 7.1 Soil Preparation for Grade-supported Floor Slabs • Strip the site of all vegetation, demolition debris, pavement materials and remove any remaining organic or deleterious material including root balls, and matted roots. Typically, 6 inches is sufficient for this purpose. • After stripping, perform any necessary cuts and fills. Prior to the placement of any grade-raise fill, scarify the exposed soils to a depth of 12-inch and recompact to at least 95% of the maximum dry density as determined by ASTM D698, and to a moisture content that is at or above the optimum moisture content as determined by that same test. • Where the excavations extend into weathered shale materials scarify, rework, and recompact the exposed stripped subgrade to a depth of 12 inches. The scarified and reworked soils should be compacted to between 92 to 96 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at least three (3) percent above the optimum moisture content, as determined by the same test. • Grade-raise fill may consist of on-site or imported soils having a liquid limit less than 40 and a plasticity index less than 25. • Place grade-raise fill to the bottom of floor slab elevation. Grade-raise fill should be placed in maximum 8-inch thick compacted lifts and should be compacted to a minimum of 95 percent of the maximum dry density as determined by ASTM D698 (standard Proctor)and be placed at a moisture content that is at least one (1) percent above the optimum moisture content, as determined by that same test. • Water should not be allowed to pond on any prepared subgrade either during fill placement, or after reaching final subgrade elevation. To that end, the subgrade surfaces should be shaped to shed water to the edges of the respective pads. • Place a minimum 15-mil thick vapor barrier beneath all grade-supported floor slabs. • Each lift of fill should be tested for moisture content and degree of compaction by a testing laboratory at a minimum rate of one test per 5,000 square feet per lift for the building. D&S would be pleased to provide these services in support of this project. 14 41 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 7.2 Additional Considerations The following are considered to be best practices to minimize the potential for post- construction vertical movement. • Where possible, trees or shrubbery with a mature height greater than 6 feet and/or that require excessive amounts of water should not be planted near structures or flatwork. • We anticipate that local code may require tree plantings that may encroach on pavements. To the extent possible, trees should not be planted closer than the mature tree's height from structures or flatwork. • Water should not be allowed to pond next to structure foundations, pavements or other flatwork. Rainfall roof runoff should be collected and conveyed to downspouts. Downspouts should be directed to discharge at least 5 feet away from the foundations. • The moisture content of subgrade soils that are in proximity to the structures should be maintained as close as possible to a consistent level throughout the year. We strongly recommend that excessive watering near foundations be avoided. 8.0 BASEMENT RECOMMENDATIONS 8.1 Below Grade Walls Current plans provide for below grade walls for the basement parking garages. We anticipate that the height of the below-grade walls will range from about 12 to 24 feet. If open excavations are advanced to depths greater than 5 feet below grade, the excavations should conform to applicable OSHA excavation safety requirements using shoring or benching. The temporary support of excavations and basement wall backfill requirements will influence below grade wall design. Below grade walls should be designed as restrained walls. The walls must be designed to resist both lateral earth pressures and any additional lateral loads caused by live load. As the walls are below grade, at- rest pressures will develop under long-term lateral loading. For temporary excavation support, active, braced loading lateral pressure may be used. If practical, temporary excavation support may be incorporated in the final basement wall design. Lateral pressure on the walls must also consider hydrostatic forces, or a drainage system should be provided. Lateral pressure calculations should assume a level backfill. A minimum surcharge area load of 250 psf should be used for traffic loading adjacent to the restrained walls. 15 42 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 The design lateral earth pressures recommended herein assume at-rest conditions, do not include a Factor of Safety, and do not provide for dynamic pressures on the walls. Because of the hydraulic properties of non-free draining materials, the "Drained" pressures provided below should only be used if there is no possibility of water entering into the subgrade soils from whatever means. If that possibility cannot be ruled out, then the "undrained" values should be used, at least for some height of the backfill. Lateral loads due to surcharge should be calculated as shown in Table 7. These loads need to be considered where appropriate. S - Surcharge For active pressure movement (0.002 H to 0.004 H) S For at-rest pressure - No Movement Assumed Horizontal Finished Grade H Horizontal Finished Grade I�P2�I�P,__ 1 Retaining Wall Figure 1: Lateral Earth Pressure Table 7. Earth Pressure Recommendations Earth Drained Undrained Surcharge Earth Coefficient for Equivalent Equivalent Pressure Pressure Pressure Conditions Backfill Type Fluid Density Fluid Density (psf) (psf) (pcf) (pcf) Free Draining Aggregate - 55 NA (0.44)S (EFD)H 0.44 Select Fill Soil- 72 99 (0.58)S (EFD)H At-Rest (Ko) 0.58 Common Fill/ On-site Soil- 86 106 (0.69)S (EFD)H 0.69 Applicable conditions to Table 7 above include: • Uniform surcharge, where S is surcharge pressure • EFD is Equivalent Fluid Density (drained or undrained as appropriate) 16 43 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 • Wall height (H) should be taken from the base of any unbalanced soil. • Soil backfill total unit weight with a maximum of 125 pounds per cubic foot(pcf) • Horizontal backfill, compacted a minimum of 95 percent of Standard Proctor maximum dry density, or to a minimum of 70 percent relative density • Positive drainage is provided behind all below-grade walls to preclude development of hydrostatic pressures in free draining backfill. • No loading contribution from compaction equipment 8.2 Wall Drainage Positive drainage should be provided behind below grade walls to preclude development of hydrostatic pressure behind the walls, and to prevent saturation of backfill and foundation materials. We recommend using a vertical wall drainage layer immediately behind the wall to control groundwater when fine-grained soils are used as backfill. If free-draining sand or gravel is utilized as backfill behind the wall, a vertical drainage layer is not required. Free-draining backfill should meet the requirements of ASTM C-33, size numbers 57, 6, 67, 7, 8, 89 or 9. Filter fabric should be placed between free-draining backfill and on-site retained or backfill soils. We recommend that a perimeter drain, such as a perforated pipe drain, be installed along the base of the fill behind the walls to rapidly remove water from behind the wall. The perimeter drain should discharge collected water to a sump. Design of perimeter drainage systems placed in areas where weathered shale materials are present should consider the potential for movement due to expansive nature of these materials. 8.3 Wall Backfill Free-draining backfill materials should be placed in maximum 2-foot thick loose layers and be consolidated by use of vibrating plates or sleds, light hand operated compactors, or other appropriate methods to adequately consolidate the backfill. Heavy compactors and grading equipment should not be allowed to operate within 5 feet of the walls during backfilling to avoid developing excessive temporary or long- term lateral soil pressures. Select fill or on-site soil backfill materials should be placed in six (6) inch thick compacted layers and be compacted to between 92 and 95 percent of the maximum dry density as determined from the Standard Proctor test (ASTM D698). For the granular earth pressure values to be valid, the granular backfill must extend out from a point 2 feet from the back of the wall, then up at an angle of at least 0.6H: 1 V or flatter. 17 44 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 A qualified geotechnical engineer or geotechnical representative should be present to monitor all foundation excavations and fill placement. D&S would be pleased to provide these services in support of this project. 9.0 PAVEMENT RECOMMENDATIONS 9.1 General The pavement design recommendations provided herein are derived from the subgrade information that was obtained from our geotechnical investigation, design assumptions based on project information, our experience with similar projects in this area, and on the guidelines and recommendations of the American Concrete Pavement Association (ACPA). It is ultimately the responsibility of the Civil Engineer of Record and/or other design professionals who are responsible for pavement design to provide the final pavement design and associated specifications for this project. 9.2 Behavior Characteristics of Expansive Soils Beneath Pavement Near-surface soils at this site are considered to generally have low potential for volume change with changes in soil moisture content. The moisture content can be stabilized to some degree in these soils by covering them with an impermeable surface, such as pavement. However, if moisture is introduced as a result of surface water percolation or poor drainage, the soils can heave and/or soften, causing distress to pavements in contact with the soil in the form of cracks. The edges of pavement are particularly prone to moisture variations, and so, therefore, these areas often experience the most distress. When cracks appear on the surface of the pavement, these openings can allow moisture to enter the pavement subgrade, which can lead to further weakening of the pavement section as well as the accelerated failure of the pavement surface. In order to minimize the potential impacts of expansive soil on paved areas constructed near current grades and to improve the long-term performance of the pavement, we have the following recommendations: • Subgrade treatments should be extended at least 18 inches beyond the back of curbs or edges of pavements constructed at the surface near current grades. • Avoid long areas of low-sloping roadway and adjust adjacent slopes to provide maximum drainage away from pavement edges. 9.3 Subgrade Strength Characteristics We recommend for the native soils that a California Bearing Ratio (CBR) value of 3 be used in the design with a corresponding resilient modulus of 4,500 psi. For either lime treated subgrade or compacted aggregate base, we recommend using a resilient 18 45 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 modulus of 30,000 psi. We recommend using a Modulus of Subgrade Reaction (k) of 195 pci for the completed subgrade prepared in accordance with the recommendations in this report. 9.4 Pavement Subgrade Preparation Recommendations The anticipated subgrade soils will generally be clay soils in the proposed paving areas which can become weak and pump with appreciable increases in moisture content. A commonly used method for clay soils to reduce the potential for pumping, improve the strength properties of the subgrade soils, and provide a working platform which will provide a uniform subgrade for the aggregate base. Due to the relatively small areas of at grade pavements planned at the site, we recommend using aggregate base beneath the pavements. To that end, we have the following recommendations: • Remove all pavements, surface vegetation, including tree root balls and root mats, construction debris and similar unsuitable materials from within the limits of the project. We anticipate a typical stripping depth of about 6 to 12 inches. • Perform any cut operations as-needed. • We anticipate that excavation of overburden soils can be accomplished with conventional earthwork equipment and methods. • In areas to receive fill, the fill may be derived from on-site or may be imported. The fill should be placed in maximum 8-inch compacted lifts, compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at or above the optimum moisture content, as determined by the same test. Prior to compaction, each lift of fill should first be processed throughout its thickness to break up and reduce clod sizes and blended to achieve a material of uniform density and moisture content. Once blended, compaction should be performed with a heavy tamping foot roller. Once compacted, if the surface of the embankment is too smooth, it may not bond properly with the succeeding layer. If this occurs, the surface of the compacted lift should be roughened and loosened by dicing before the succeeding layer is placed. • Water required to bring the fill material to the proper moisture content should be applied evenly through each layer. Any layers that become significantly altered by weather conditions should be reprocessed in order to meet the recommended requirements. On hot or windy days, the use of water spraying methods may be required in order to keep each lift moist prior to placement of the subsequent lift. Furthermore, the subsurface soils should 19 46 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 be kept moist prior to placing the pavement by water sprinkling or spraying methods. • Fill materials should be placed on a properly prepared subgrade as outlined above. The combined excavation, placement, and spreading operation should be performed in such a manner as to obtain blending of the material, and to assure that, once compacted, the materials, will have the most practicable degree of compaction and stability. Materials obtained from on- site should be mixed and not segregated. • Soil imported from off-site sources should be tested for compliance with the recommendations herein and approved by the project geotechnical engineer prior to being used as fill. Imported materials should consist of lean clays (maximum Plasticity Index of 25) that are essentially free of organic materials and particles larger than 4 inches in their maximum dimension. • Field density and moisture content testing should be performed at the rate of one test per 10,000 square feet in pavement areas. 9.4.1 Aggregate Base Based upon current grading plans provided by Park7 Group (dated March 9, 2018), the cut and fill operations for pavement subgrade across the site are variable. We anticipate that cut materials will be used as grade-raise fill at other parts of the project. However, excavated shale bedrock materials should not be used as grade-raise fill. A six (6) inch thick layer of aggregate base should be placed beneath pavements with clay subgrades. If used, aggregate base should be placed in accordance with the following recommendations. • After proof rolling, and prior to the placement of aggregate base, the exposed subgrade beneath pavement areas should be scarified and reworked to a depth of 12 inches, moisture added or removed as required, and the subgrade soils recompacted to a minimum of 95 percent of the maximum dry density of the materials obtained in accordance with ASTM D698 (standard Proctor test) and that is at or above the material's optimum moisture content, as determined by the same test. The rework and aggregate base should extend to at least 18-inches beyond the outside edges of curbs for pavements placed at the ground surface. • Aggregate base, should be TxDOT Type A or D and meet the gradation, durability and plasticity requirements of TxDOT Item 247 Grade 1-2 or better (2014). Aggregate base material should be uniformly compacted in maximum 6-inch compacted lifts to a minimum of 95% of the maximum standard Proctor dry density (ASTM 20 47 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 D698) and be placed at a moisture content that is sufficient to achieve density. • Field density and moisture content testing should be performed at the rate of one test per 10,000 square feet in pavement areas. 9.5 Rigid Pavement We recommend that Portland Cement Concrete Pavement for this site have a minimum thickness of 5 inches for light-duty automobile parking over 6-inches of aggregate base). Concrete thickness should be increased to 6 inches for fire lanes, and to 7-inches for dumpster pads and heavy-duty traffic areas. Actual traffic loading, frequency, and intensity may require an increase in these minimum recommendations. • Recommended minimum design compressive strength: 3,500 psi with nominal aggregate size no greater than 1 inch. • 15 to 20 percent fly ash may be used with the approval of the Civil Engineer of record. • Curing compound should be applied within one hour of finishing operations. 9.6 Pavement Joints and Cutting The performance of concrete pavement depends to a large degree on the design, construction, and long-term maintenance of concrete joints. The following recommendations and observations are offered for consideration by the Civil Engineer and/or pavement Designer-of-Record. The concrete pavements should have adequately-spaced contraction joints to control shrinkage cracking. Experience indicates that reinforced concrete pavements with sealed contraction joints on a 12 to 15-foot spacing, cut to a depth of one-quarter to one-third of the pavement thickness, have generally exhibited less uncontrolled post- construction cracking than pavements with wider spacing. The contraction joint pattern should divide the pavement into panels that are approximately square where the panel length should not exceed 25 percent more than the panel width. Saw cut, post placement formed contraction joints should be saw cut as soon as the concrete can support the saw cutting equipment and personnel and before shrinkage cracks appear, on the order of 4 to 6 hours after concrete placement. Isolation joints should be used wherever the pavement will abut a structural element subject to a different magnitude of movement, e.g., light poles, retaining walls, existing pavement, stairways, entryway piers, building walls, or manholes. In order to minimize the potential differential movement across the pavement areas, all joints including contraction, isolation and construction joints should be sealed to 21 48 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 minimize the potential for infiltration of surface water. Rubberized asphalt, silicone or another suitable flexible sealant may be used to seal the joints. Maintenance should include periodic inspection of these joints and the joints resealed as necessary. 9.7 Pavement Reinforcing Steel We recommend that a minimum of 0.1 percent of steel be used for all concrete pavements. For a 6-inch thick concrete pavement section, this reinforcement ratio is approximately equivalent to No. 3 bars spaced at 18-inches on center each way. Reinforcement requirements may increase depending on specific traffic loading and design life parameters. 10.0 OTHER CONSTRUCTION 10.1 Utility and Service Lines Backfill for utility lines should consist of on-site material so that they will be stable. If the backfill is too dense or too dry, swelling may form a mound along the ditch line. If the backfill is too loose or too wet, settlement may result along the ditch line. It is not uncommon to realize some settlement along the trench backfill. The on-site fill soil should be placed in maximum 6-inch compacted lifts, compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at least the optimum moisture content, as determined by that same test. It is also recommended that the utility ditches be visually inspected during the excavation process to ensure that undesirable fill that was not detected by the test borings does not exist at the site. This office should be notified immediately if any such fill is detected. Utility lines connected to the structure may experience differential movement in response to changing moisture conditions in expansive soil. These movements may result in damage to the lines, especially at connections to the rigid building structure. Flexible connections or oversized sleeves may be considered are recommended to account for potential differential movement between the building and utilities. Utility excavations should be sloped so that water within excavations will flow to a low point away from the buildings where it can be removed before backfilling. Compaction of bedding material should not be water-jetted. Compacted backfill above the utilities should be on-site clays to limit the percolation of surface water. Utility trenches extending under structures should include fat clay or concrete cut-off collars at the perimeter/edge to prevent the transmission of water along trench lines. 10.2 Exterior Flatwork Concrete flatwork should include high tensile steel reinforcement to reduce the formation and size of cracks. Flatwork should also include frequent and regularly spaced expansion/control joints and dowels to limit vertical offsets between 22 49 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 neighboring flatwork slabs. Structure entrances should either be part of the structure or designed to tolerate vertical movement without inhibiting access. The moisture content of the subgrade should be maintained up to the time of concrete placement. If subgrade soils are allowed to dry below the levels recommended herein, additional moisture conditioning of the soils may be required. These recommendations are intended to reduce possible distress to exterior flatwork but will not prevent movement and/or vertical offsets between slabs. 10.3 Surface Drainage Proper drainage is critical to the performance and condition of the building foundation, pavements, and flatwork. Positive surface drainage should be provided that directs surface water away from the building, pavements, and flatwork. We recommend that the exterior grades slope away from foundations at the rate of five (5) percent in the first ten (10) feet away in accordance with IBC Chapter 18 requirements. The slopes should direct water away from structures and flatwork, and these grades should be maintained throughout construction and the life of the structure. The location of gutter downspouts and other features should be designed such that these items will not create moisture concentrations at or beneath the structure or flatwork. Downspouts should discharge well away from the structure and should not be allowed to erode surface soil. The potential for moisture-induced distress in structures with grade-supported foundations and/or floor slabs can be positively addressed by constructing continuous exterior flatwork that extends to the building line. Where this occurs, the joints created at the interface of the flatwork and building line should be sealed with a flexible joint sealer to prevent the infiltration of water. Open cracks that may develop in the flatwork should also be sealed. The joint and any cracks that develop should be resealed as they become apparent and should be part of a periodic inspection and maintenance program. However, we understand that sidewalks are not always practical or desired around the full perimeters of some facilities. Where landscaping will be present adjacent to building perimeters, diligent post-construction maintenance should be employed to prevent excessive wetting or drying of those adjacent soils. 10.4 Landscaping Landscaping against and around the exterior of the structure can adversely affect subgrade moisture resulting in localized differential movements if not properly maintained. If used, landscaping should be kept as far away from the foundation as possible, and positive drainage away from the structure should be designed, constructed, and maintained. Landscaping elements (such as edging) should not prohibit or slow the drainage of water that could result in water ponding next to foundations or edges of flatwork. When feasible, irrigation lines and heads should not 23 50 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 be placed in close proximity to the foundation to prevent the collection of water near the foundation or flatwork, particularly in the event of leaking lines or sprinkler heads. Trees (if planned) should not be placed in proximity to the structure or movement sensitive flatwork, as trees are known to cause in localized soil shrinkage due to desiccation of the soil by the root system, possibly leading to differential movements of the structure. The desiccation zone varies by a tree, but trees should not be planted closer to structures than the mature tree height, and in no case, should the drip-line of the mature tree extend closer than 10-feet of rooflines. To the extent practical, it is recommended that trees scheduled for removal (where required) in the vicinity of the proposed structure and pavements be removed as far in advance of slab construction as possible, ideally by several months or longer. This will tend to restore a more favorable soil moisture equilibrium which will, in turn, tend to minimize the potential for greater than anticipated post-construction ground movements. A moist but not overly wet soil condition should be maintained at all times in all landscaped areas near the building after construction to minimize soil volume changes caused by changing soil moisture conditions. 10.5 Site Grading Expansive clay cut, and fill slopes should be gentle and preferably should not exceed 4 horizontal to 1 vertical (4H: 1 V). Excess water ponding on and beside roadways, sidewalks, and ground-supported slabs can cause unacceptable heave of these structures. To reduce this potential heave, good surface drainage should be established. In addition, final grades in the vicinity of structures, pavements, and flatwork should provide for positive drainage away from these elements. 10.6 Excavations Excavations greater than 5 feet in height/depth should be in accordance with OSHA 29CFR 1926, Subpart P. Temporary construction slopes should incorporate excavation protection systems or should be sloped back. Where the excavation does not extend close to building lines, these areas may be laid back. Where space allows, temporary slopes should be sloped at 1.5 horizontal to 1 vertical (1.5H: 1V) or flatter. Where excavation slopes greater than five (5)feet in height cannot be laid back, these areas will require the installation of a temporary retention system or shoring to protect the existing construction, restrain the subsurface soils and maintain the integrity of the excavation. We recommend that monitoring points be established around the retention system and that these locations be monitored during and after the excavation activities to confirm the integrity of the retention system. The slopes and temporary retention system should be designed and verified by the contractor's engineer and should not be surcharged by traffic, construction 24 51 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 equipment, or permanent structures. The slopes and temporary retention system should be adequately maintained and periodically inspected to ensure the safety of the excavation and surrounding property. 11.0 SEISMIC CONSIDERATION North Central Texas is generally regarded as an area of low seismic activity. The 2012 International Building Code (IBC) requires certain geotechnical seismic design criteria to aid the Structural Engineer in their analysis to develop an appropriate structure design to accommodate earthquake loading. The Spectral Acceleration values were determined using publicly available information from the United States Geological Survey (USGS). Seismic Site Class was determined using ASCE 7-10 Table 20.3-1 based on the average blow counts and unconfined compressive strength in the top 100 feet. Based on experience, the boring log data, and general geologic information gathered, we recommend that Soil Site Class "C" be used at this site, even though the shear wave velocity of the near-surface limestone strata is estimated to be in excess of 2,000 feet per second. The criteria pertaining to this classification are shown in Table 8 below. The other information shown was determined using USGS US Seismic Design Maps based on 2012/2015 IBC. Table 8. Seismic Design Parameters Design Parameters Values Site Class C Spectral Acceleration for 0.2 sec Period, Ss(g) 0.111 Spectral Acceleration for 1.0 sec Period, S,(g) 0.054 Site Coefficient for 0.2 sec Period, Fa 1.2 Site Coefficient for 1.0 sec Period, Fv 1.7 12.0 LIMITATIONS The professional geotechnical engineering services performed for this project, the findings obtained, and the recommendations prepared were accomplished in accordance with currently accepted geotechnical engineering principles and practices. Variations in the subsurface conditions are noted at the specific boring locations for this study. As such, all users of this report should be aware that differences in depths and thicknesses of strata encountered can vary between the boring locations. Statements in the report regarding subsurface conditions across the site are extrapolated from the data obtained at the specific boring locations. The number and spacing of the exploration borings were chosen to obtain geotechnical information for the design and construction of moderately to heavily loaded multi-storied residential structure foundations. If there are any conditions differing significantly from those described herein, D&S should be notified to re-evaluate the recommendations contained in this report. 25 52 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 Recommendations contained herein are not considered applicable for an indefinite period of time. Our office must be contacted to re-evaluate the contents of this report if construction does not begin within a one-year period after completion of this report. The scope of services provided herein does not include an environmental assessment of the site or investigation for the presence or absence of hazardous materials in the soil, surface water, or groundwater. All contractors referring to this geotechnical report should draw their own conclusions regarding excavations, construction, etc. for bidding purposes. D&S is not responsible for conclusions, opinions or recommendations made by others based on these data. The report is intended to guide the preparation of project specifications and should not be used as a substitute for the project specifications. Recommendations provided in this report are based on our understanding of the information provided by the Client to us regarding the scope of work for this project. If the Client notes any differences, our office should be contacted immediately since this may materially alter the recommendations. 26 53 APPENDIX A - BORING LOGS AND SUPPORTING DATA 54 rtN B3 B2 _10 B5 (D Q9 i _.�_.. -_ Mu *BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY* PLAN OF BORINGS SHEET NO. • jh.6 O PARK PLACE G 1 • NT5 55 DATE DRILLED D&SENCINEERINC LABS DENTON TEXAS August 9 to 15, 2018 N i �IL c /L t 1117.) r *BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY* PLAN OF BORINGS SHEET NO. • , O PARK PLACE G2 • NT5 56 DATE DRILLED D&S ENCINEIItQVG LABS DENTON TEXAS August 9 to 15, 2018 13ib KEY TO SYMBOLS AND TERMS LITHOLOGIC SYMBOLS CONSISTENCY OF SOILS Iff Asphalt CONSISTENCY: FINE GRAINED SOILS Consistency SPT(#blows/ft) UCS(tsf) Very Soft 0-2 <0.25 ." Soft 3-4 0.25-0.5 1j, M < Aggregate Base Medium Stiff 5-8 0.5-1.0 -Stiff 9-15 1.0-2.0 Very Stiff 16-30 2.0-4.0 < Concrete Hard >30 >4.0 A All " CONDITION OF SOILS Fill CONDITION: COARSE GRAINED SOILS Condition SPT(#blows/ft) TCP(#blows/ft) Relative Density Very Loose 0-4 <8 0-15 CH: High Plasticity Clay Loose 5-10 8-20 15-35 Medium Dense 11 -30 20-60 35-65 Dense 31 -50 60-100 65-85 CL: Low Plasticity Clay Very Dense >50 > 100 85-100 SECONDARY COMPONENTS 0 0 GP: Poorly-graded Gravel QUANTITY DESCRIPTORS O Trace <5%of sample Few 5%to 10% 0 GW: Well-graded Gravel Little 10%to 25% Some 25%to 35% With >35% SC: Clayey Sand RELATIVE HARDNESS OF ROCK MASS Designation Description SP: Poorly-graded Sand Very Soft Can be carved with a knife.Can be excavated readily with point of pick. Pieces 1"or more in thickness can be broken by finger pressure. Readily scratched with fingernail. Soft Can be gouged or grooved readily with knife or pick point. SW: Well-graded Sand Can be excavated in chips to pieces several inches in size by moderate blows with the pick point.Small,thin pieces can be broken by finger pressure. Medium Hard Can be grooved or gouged 1/4"deep by firm pressure on Limestone knife or pick point.Can be excavated in small chips to pieces about 1"maximum size by hard blows with the point of a pick. Moderately Hard Can be scratched with knife or pick.Gouges or grooves 1/4" Mudstone deep can be excavated by hard blow of the point of a pick. Hand specimens can be detached by a moderate blow. Hard Can be scratched with knife or pick only with difficulty. Shale Hard blow of hammer required to detach a hands ecimen. Very Hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows from a hammer or pick. o Sandstone WEATHERING OF ROCK MASS Designation Description Fresh No visible sign of weathering Weathered Limestone Slightly weathered Penetrative weathering on open discontinuity surfaces, but only slight weathering of rock material Moderately weathered Weathering extends throughout rock mass, but the rock material is not friable Weathered Shale Highly weathered Weathering extends throughout rock mass,and the rock material is partly friable Completely weathered Rock is wholly decomposed and in a friable condition but the rock texture and structure are preserved Weathered Sandstone Residual Soil A soil material with the original texture,structure,and I mineralogy of the rock completely destroyed UNIFIED SOIL CLASSIFICATION SYSTEM _ ADAPTED FROM ASTM D 2487 lam]C\t:IN1rRINf:.I ARC SOIL CLASSIFICATION CHART MAJOR DIVISIONS GROUP GROUP NAME SYMBOL CLEAN GRAVELS Cu 2t 4 and 1 <Cc < 3 GW WELL-GRADED GRAVEL GRAVELS (LESS THAN 5%FINES) Cu<4 and/or GP POORLY-GRADED GRAVEL MORE THAN 50%OF [Cc<1 or Cc>31 COARSE COARSE FRACTION GRAINED RETAINED ON NO.4 GRAVELS WITH FINES Fines classify asMLorMH GM SILTY GRAVEL SIEVE SOILS (MORE THAN 12%FINES) Fines classify as CL or CH GC CLAYEY GRAVEL CLEAN SANDS Cu z band 1 <-Cc�__-3 SW WELL-GRADED SAND MORE THAN 50%OF SANDS MATERIAL IS (LESS THAN 5%FINES) Cu<6 and/or[Cc<1 or Cc> i SP POORLY-GRADED SAND RETAINED ON THE NO.200 SIEVE MORE THAN 50%OF COARSE FRACTION PASSING THE N0.4 SANDS WITH FINES Fines classify as ML or MH SM SILTY SAND SIEVE (MORE THAN 12%FINES) Fines classify as CL or CH SC CLAYEY SAND PI>7 and plots on or CL LEAN CLAY SILTS AND INORGANIC above"A"line FINE CLAYS PI<4 or plots below"A"line ML SILT GRAINED LIQUID LIMIT SOILS LESS THAN LIMIT ORGANIC Liquid limit—oven dried<U7 OILORGANIC CLAY Liquid limit-not dried ORGANIC SILT MORE THAN 50%OF SILTS AND INORGANIC PI plots on or above"A"line CH FAT CLAY MATERIAL PASSES CLAYS THROUGH THE NO. PI plots below"A"line MH ELASTIC SILT 200 SIEVE LIQUID LIMIT Liquidlimit—oven dried ORGANIC CLAY GREATER THAN50 ORGANIC .<0�r, OH Liquid limit—not dried ORGANIC SILT HIGHLY PRIMARILY ORGANIC MATTER,DARK IN COLOR, PT PEAT ORGANIC SOILS AND ORGANIC ODOR 60 PLASTICITY CHART 00, For classification of fine-grained soils and fine-grained fraction of coarse-grained soils 50 Equation of"A"-Line , Horizontal at PI=4 to ILL=25.5, then PI=0.73(LL-20) �� E a Equation of"U"-Line 40 Verticle at LL=16 to 13I=771 O� then PI=0.9(LL-8) G = I ,l i .' & MH OH 10 7 000,4--- � MLorOL 4 _ CG I '�"l I I 0 10 20 30 40 50 60 70 80 90 1_1 LIQUID LIMIT(ILL) Im BORING LOG B1 PAGE 1 OF 2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218569, W97.147888 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 706 feet START DATE: 8/14/2018 FINISH DATE: 8/14/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Charles Ray Stephens(D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y ample Or Graphic ® T-Texas Cone Penetration (%) MC ev Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-CoreRQD (/o) L"L PL PI Sieve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample /�) 0 TCP V -Water Encountered AU CONCRETE;4 inches 7 LEAN CLAY(CL);medium stiff to S 1.0 very stiff; brown,light brown;trace to 17.4 33 14 19 0.2 99.2 few sand S 4.5+ -estimated cut depth 2 feet T 2,6 4.0 ft 5 S 4.5+ SILTY CLAYEY SAND(SC-SM); 702.0 ft 12.7 28 medium dense to very dense; brown, T 17 22 yellow brown,gray S 4.5+ T 50=5.75" 47 S 4.5+ 15.1 21 16 5 20 10 S 3.0 T 25,40 15 S 1.5 15.0ft 19.2 T • ' • SANDSTONE;very weakly to weakly 691.0 ft 50=6.0",46 . . . . cemented;very soft to soft;yellowish brown,gray;trace to few very thin shale seams 20 O NR . T 50=1.5" 50=0.5" 25 B 20.2 58 T 50=3.0" 50=0.75" ° 30 B T 50=5.5" 50=0.25" 34.0 ft 35 B 672.0 ft 59 Im BORING LOG B1 PAGE 2OF2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218569, W97.147888 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 706 feet START DATE: 8/14/2018 FINISH DATE: 8/14/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Charles Ray Stephens(D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) L"L PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/") (/") (/�) 35 TCP V -Water Encountered T = SHALE;fresh;soft to medium hard; 50=0.25" dark gray 40 B T 50=2.75" 50=1.75" 45 B T 50=2.5" 50=1.5" 50 B T 50=2.75" 50.3 ft 50=0.5" End of boring at 50.3' 655.7 ft Notes: -seepage at 23 feet during drilling 55 60 65 70 60 Im BORING LOG B2 PAGE 1 OF 2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218016, W97.147931 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/16/2018 FINISH DATE: 8/16/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Daniel Earl (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth ampleOr Graphic ® RQD T-Texas Cone Penetration (%) MC ev Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-Core (/o) L"L PL PI Sieve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample /�) 0 TCP V -Water Encountered AU ASPHALT;6 inches SILTY SAND(SM);medium dense to 701.5 ft S 4.5+ very dense; brown,yellowish brown g 3.0 5.7 NP NP NP 30 0.3 117.5 T 50=3.5" 50=2.0" 1.1 4.0 ft 5 B SANDY LEAN CLAY(CL);very stiff; 698.0 ft brown,reddish brown T 34,46 7.1 B T 50=4.25" 50=4.25" B 7.9 58 10 X N 8,18,18 T 20,31 -estimated cut depth 12 feet 13.0 ft SANDSTONE;very weakly 689.0 ft N . . • cemented;very soft to soft;yellowish 15 18,34,48 brown,gray;few very thin shale 14.8 61 seams T 22,50=5.25" 20 N 18,20,38 • T 50=2.75" 50=1.0" 23.0 ft SHALE;fresh;soft to medium hard; 679.0 ft 28,50=4.0" dark gray;few very thin limestone 25 N seams T 0=3.75" �50=1.0" 30 N 22,50=5.25" �IzT 50=4.75" 50=0.0" 35 B 61 Im BORING LOG B2 PAGE 2OF2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218016, W97.147931 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/16/2018 FINISH DATE: 8/16/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Daniel Earl (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 35 TCP V -Water Encountered T = SHALE;fresh;soft to medium hard; 50=0.0" dark gray;few very thin limestone seams 40 B T 50=5.0" 50=2.25" 43.0 ft LIMESTONE;fresh; moderately hard 659.0 ft to hard;gray;few thin shale seams 45 B T 50=2.0" 50=0.0" 50 B T 50=5.0" 50=1.0" 55 B T 50=2.0" 50=0.5" 60 B T 50=1.0" 60.3 ft 50=1.75" End of boring at 60.3' 641.7 ft Notes: -seepage at 26 feet during drilling 65 70 62 Im BORING LOG B3 PAGE 1 OF 3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218329, W97.148248 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/16/2018 FINISH DATE: 8/16/2018 DRILL METHOD: HSA/Core LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y ample Or Graphic ® T-Texas Cone Penetration (%) MC Sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-Core RQD (/o) oL PL PI Sie ve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample 0 TCP V -Water Encountered AU ASPHALT;4 inches 7 FILL:LEAN CLAY(CL);stiff; brown, S 2.75 gray;few aggregate fragments and 701.0 ft 7.7 and S 3.0 SANDY LEAN CLAY(CL);stiff to 17.1 30 16 14 61 T very stiff; brown,trace calcareous 5,4 nodules and iron oxide stains 5 S 3.5 T 19,20 S 4.5+ 10.0 40 17 23 T 19,20 S 3.25 12.9 10 S 4.5+ 10.0 ft T 50=5.75" CLAYEY SAND(SC);very dense; 692.0 ft 50=3.5" brown,gray;trace iron oxide stains -estimated cut depth 12 feet 14.1 22 14 8 48 0.7 120.1 15 S 4.5+ 15.0 ft T 50=3.5" SANDSTONE;very weakly 687.0 ft 50=0.5" cemented;very soft to soft;yellowish brown,gray;trace very thin shale seams 20 S 4.5+ 20.0 ft 13.2 23 17 6 0.0 109.2 T 50=1.75" SHALE; moderately weathered;soft; 682.0 ft 50=0.75" yellow brown,gray;fissile C 23.0 89 ft 89 SHALE;fresh;soft to medium hard; 679.0 ft gray,dark gray;fissile;calcareous 25 T 18,20 95 6.7 138.4 26.7 C 95 30 T 50=2.5" 50=0.125" C 92 92 35 63 Im BORING LOG B3 PAGE 2OF3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218329, W97.148248 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/16/2018 FINISH DATE: 8/16/2018 DRILL METHOD: HSA/Core LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y ample Or Graphic ® T-Texas Cone Penetration (%) MC Sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample 35 TCP V -Water Encountered T = SHALE;fresh;soft to medium hard; 50=0.0" gray,dark gray;fissile;calcareous C 80 14.0 120.1 14.6 80 40 50=1.25' T 50=0.0" C 100 100 45 C 87 12.9 125.2 27.8 50 C 100 100 55 C 100 100 9.4 133.3 26.1 60 60.0 ft LIMESTONE;fresh; moderately hard 642.0 ft to hard;gray;few very thin shale seams C 90 11.6 127.0 23.7 65 C 100 100 6.7 136.6 52.0 70 64 Im BORING LOG B3 PAGE 3OF3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218329, W97.148248 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/16/2018 FINISH DATE: 8/16/2018 DRILL METHOD: HSA/Core LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 70 TCP V -Water Encountered T — End of boring at 70.1' i8�tlaft 50=0.0" Notes: -dry prior to introduction of water at 20 feet for coring purposes 75 80 85 90 95 100 105 65 Im BORING LOG B4 PAGE 1 OF 2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218577, W97.148558 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 703 feet START DATE: 8/10/2018 FINISH DATE: 8/10/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Charles Ray Stephens(D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y ample Or Graphic ® T-Texas Cone Penetration (%) MC ev Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-CoreRQD (/o) oL PL PI Sieve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample /�) 0 TCP V -Water Encountered AU ASPHALT;4 inches 7 FAT CLAY(CH);stiff; brown,olive S 2.5 brown,yellow; little iron oxide 27.0 concretions and ferrous nodules S 2.75 3.0 ft 25.7 60 22 38 T SANDY LEAN CLAY(CL);stiff to 700.0 ft 8,13 very stiff; brown,light brown,gray; 5 S 3.75 little iron oxide nodules 14.7 28 16 12 65 T 34,24 S 4.0 12.7 25 16 9 0.8 107.6 T 11,50=5.5" S 2.5 10 N 10.0 ft 13.9 57 13,17,24 CLAYEY SAND(SC);loose to 693.0 ft T dense;brown,gray;trace iron oxide 7,12 nodules;fine grained sand -estimated cut depth 12 feet 14.0 ft T n50=5.75 SANDSTONE;very weakly 689.0 ft 15 JL50=1.25' cemented;very soft to soft;gray;trace N 50=6.0" very thin shale seams 19.0 48 20 B 20.0 ft 17.5 28 13 15 T SHALE; highly to completely 683.0 ft 28,14 weathered;very soft;yellow brown, gray;slightly fissile 23.0 ft SHALE; moderately weathered;soft; 680.0 ft gray,dark gray 25 B T 50=1.0" 50=0.75 30 B T 50=2.25 50=1.25 33.0 ft SHALE;fresh;soft to medium hard; 670.0 ft gray,dark gray 35 B 91 66 Im BORING LOG B4 PAGE 2OF2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218577, W97.148558 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 703 feet START DATE: 8/10/2018 FINISH DATE: 8/10/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Charles Ray Stephens(D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) L"L PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/") (/") (/�) 35 TCP V -Water Encountered T = SHALE;fresh;soft to medium hard; 50=3.5" gray,dark gray 40 B T 50=4.0" 50=3.25" 45 B T 50=1.25" 50=0.5" 50 B T 50=1.0" 50=0.75" 55 B 50=0.75" 55.1 ft LIT-4 50=0.5" End of boring at 55.1' 647.9 ft Notes: -seepage at 15 feet during drilling 60 65 70 67 Im BORING LOG B5 PAGE 1 OF 3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217927, W97.148377 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/17/2018 FINISH DATE: 8/17/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth ampleOr Graphic ® T-Texas Cone Penetration (%) MC Sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-CoreRQD (/o) LPL PL PI Sie e (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample 0 TCP V -Water Encountered AU ASPHALT;8 inches 0.7 ft FILL:CLAYEY SAND(SC);loose; S 2.0 ellowish brown,gray 701.0 ft 17.4 26 15 11 S 2.5 SANDY LEAN CLAY(CL);stiff to very stiff;yellowish brown,red,gray; T trace calcareous nodules and iron 3,5 oxide stains 5 S 4.5 15.5 69 T 12,16 S 4.5+ T 17,18 S 4.5+ 10 S 4.5+ 14.7 63 T 15,10 n -estimated cut depth 12 feet Y 15 S 1.0 15.0 ft 17.2 32 12 20 0.1 107.9 T 50=6.0" SANDSTONE;very weakly 687.0 ft 50=6.0" cemented;very soft to soft;yellowish brown,gray;trace very thin shale seams 20 S 3.0 ' ' 20.0 ft 13.5 T 50=6.0" SHALE; moderately weathered;soft; 682.0 ft 50=2.0" gray,dark gray 23.0 ft SHALE;fresh; medium hard;gray, 679.0 ft dark gray;fissile;calcareous 25 34.9 T 50=1.0" 50=0.0" C 82 82 30 C 84 13.9 121.4 12.1 35 68 Im BORING LOG B5 PAGE 2OF3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217927, W97.148377 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/17/2018 FINISH DATE: 8/17/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y Sample IP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) oL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 35 TCP V -Water Encountered SHALE;fresh; medium hard;gray, dark gray;fissile;calcareous C 78 78 40 C 96 96 45 45.0 ft LIMESTONE;fresh; moderately hard 657.0 ft to hard;gray,dark gray;few to some very thin shale seams C 100 100 10.4 133.5 18.5 50 C 94 94 55 C 100 100 12.0 127.0 26.5 60 C 100 100 65 5.9 143.3 70.6 C 100 100 70 69 Im BORING LOG B5 PAGE 3OF3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217927, W97.148377 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/17/2018 FINISH DATE: 8/17/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 70 TCP V -Water Encountered T - End of boring at 70.1' i8�1t1aft 50=0.125" Notes: -seepage at 14 feet during drilling -introduction of water at 25 feet for coring purposes 75 80 85 90 95 100 105 70 Im BORING LOG B6 PAGE 1 OF 2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218573, W97.148965 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 701 feet START DATE: 8/10/2018 FINISH DATE: 8/10/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y ample Or Graphic ® T-Texas Cone Penetration (%) MC Sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) oL PL PI Sie ve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample 0 TCP V -Water Encountered S 2.0 1 1 1 1 FILL:LEAN CLAY(CL);stiff; brown, 22.5 gray;few aggregate fragments;trace 1.0 ft S 4.5+ and ft SANDY LEAN CLAY(CL);very stiff; S 4.5+ brown,trace calcareous nodules and 16.6 33 16 17 53 0.0 105.6 T iron oxide stains 6,7 5 S 4.5+ 15.1 T 99 S 4.5 14.2 118.0 4.8 T 11,6 S 4.0 10 S 4.5+ 13.4 29 16 13 60 0.0 105.1 T 12,14 -estimated cut depth 12 feet 15 S 4.5+ T 10,11 20 VB 20.0 ft 13.3 44 16 28 T 50=3.0" SHALE; moderately to highly 681.0 ft 50=0.5" weathered;very soft;yellow brown, gray;slightly fissile C 93 12.8 121.2 5.5 93 25 1. T 36,40 C 58 58 -11 30 T 15,18 31.0 ft SHALE;fresh; medium hard;gray, 670.0 ft dark gray;fissile;calcereous C 80 15.2 115.7 14.5 80 35 71 Im BORING LOG B6 PAGE 2OF2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218573, W97.148965 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 701 feet START DATE: 8/10/2018 FINISH DATE: 8/10/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-Core RQD (/o) oL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 35 TCP V -Water Encountered T = SHALE;fresh; medium hard;gray, 50=1.5" dark gray;fissile;calcereous C 78 78 40.0 40 T 50=0.13" LIMESTONE;fresh; moderately hard 661 0 ft ft 50=0.0" to hard;gray C 100 10.4 131.3 54.2 100 45 T 50=1.0" 50=0.0" C _T 87 87 50 T 50=0.5" 50=0.0" C 92 92 55 T 50=3.25" 50=0.0" 100 8.1 136.1 67.1 C 100 60 T 50=0.0"0" End of boring at 60.0' 6401 A ft ft 50=0. Notes: -dry prior to introduction of water at 20 feet for coring purposes 65 70 72 Im BORING LOG B7 PAGE 1 OF 2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218227, W97.148968 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 700 feet START DATE: 8/20/2018 FINISH DATE: 8/20/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Charles Ray Stephens(D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y ample Or Graphic ® T-Texas Cone Penetration (%) MC ev Suction Clay Swell DUW Compr. (ft) Type SPT Log Oil C-CoreRQD (/o) LPL PL PI Sieve (pF) (/o) (/0) (pcf) Str(ksf) Or m B-Bag Sample /�) 0 TCP V -Water Encountered S 4.5+ ASPHALT 4 inches 6 FILL:LEAN CLAY WITH SAND(CL); S 2.5 stiff to very stiff;dark brown;trace to 2.0 ft 17.4 little aggegate fragments 698.0 ft S 2 0 LEAN CLAY(CL);stiff to very stiff; 14.6 29 17 12 T brown,reddish brown,gray;trace to 4,4 little ferrous nodules 5 S 2.5 T 5,5 S 4.5 18.8 T 7,6 S 2.5 15.5 10 T 7,11 -estimated cut depth 12 feet 15 S 4.5+ 13.3 29 15 14 0.0 121.9 T 10,6 20 S 4.5+ 20.0 ft 11.7 44 20 24 0.9 116.8 T 30,50=2.75" SHALE; highly to completely 680.0 ft weathered;very soft;yellowish brown, light gray 25 B T 30,50=3.75" 30 T 20,25 33.0 ft SHALE;slightly to moderately 667.0 ft weathered;very soft;olive green, 35 B yellowish brown;fissile 73 Im BORING LOG B7 PAGE 2OF2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218227, W97.148968 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 700 feet START DATE: 8/20/2018 FINISH DATE: 8/20/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Charles Ray Stephens(D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 35 TCP V -Water Encountered T 40,41 36.0 ft SHALE;fresh;soft to medium hard; 664.0 ft dark gray,gray;with frequent very thin limestone seams 40 B T 50=4.0" 50=1.5" 45 B �IzT 50=4.0" 50=1.5" 50 B T 50=3.25" 50=0.5" 55 B 1 55.0 ft T 50=3.0" LIMESSTONE;fresh; moderately 645.0 ft 50=1.0" hard;gray,dark gray;with frequent very thin shale seams 60 B T 50-1.25" 60.2 ft 50=1.0" End of boring at 60.2' 639.8 ft Notes: -dry during drilling -dry upon completion 65 70 74 Im BORING LOG B8 PAGE 1 OF 3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217783, W97.149044 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 696 feet START DATE: 8/20/2018 FINISH DATE: 8/20/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic M T-Texas Cone Penetration (%) MC #iev Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) oL PL PI sieve ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 0 TCP V -Water Encountered S 2.0 SANDY LEAN CLAY(CL);stiff to 15.4 very stiff; brown,yellowish brown,light S 3.5 gray S 4.5+ 13.9 30 13 17 52 T 18,24 5 S 4.5+ T 22,25 S 4.5+ 7.0 ft T CLAYEY SAND(SC); medium dense 689.0 ft 23,30 to dense;gray,yellowish brown S 4.010/' 9.3 13 10 S 4.0 8.9 T 37,42 13.0 ft SHALE; highly to completely 683.0 ft V weathered;very soft;gray,yellowish 15 B brown T 17,40 20 S 4.5+ 20.0 ft 13.2 T 50=4.0" SHALE; moderately to highly 676.0 ft 18.9 62 27 35 1.2 112.0 50=3.0" weathered;very soft to medium hard; gray,yellowish brown;trace calcareous nodules 25 -estimated cut depth 24 feet 25.0 ft SHALE;slightly weathered;very soft 671.0 ft 20.1 62 28 34 0.3 109.3 to soft;gray,dark gray 19.1 113.0 6.5 C 96 96 30 C 98 5.3 104.2 1.1 35 75 Im BORING LOG B8 PAGE 2OF3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217783, W97.149044 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 696 feet START DATE: 8/20/2018 FINISH DATE: 8/20/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depth y Sample IP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 35 TCP V -Water Encountered SHALE;fresh;gray,dark gray; Wflt calcareous;fossileferrous;fissile 18.1 C 98 98 40 15.8 117.4 18.9 C 100 100 45 45.0 ft LIMESTONE;fresh; hard;gray,dark 651.0 ft gray;few very thin shale seams 10.7 129.2 15.4 C 100 100 50 C 100 100 55 10.0 135.6 37.6 C 100 100 60 C 100 100 65 C 100 100 70 76 Im BORING LOG B8 PAGE 3OF3 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217783, W97.149044 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 696 feet START DATE: 8/20/2018 FINISH DATE: 8/20/2018 DRILL METHOD: HSA/Core LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 70 TCP V -Water Encountered End of boring at 70.1' ® Notes: -seepage at 14 feet during drilling -introduction of water at 25 feet for coring purposes 75 80 85 90 95 100 105 77 Im BORING LOG B9 PAGE 1 OF 2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217791, W97.148687 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 698 feet START DATE: 8/21/2018 FINISH DATE: 8/21/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic M T-Texas Cone Penetration (%) MC #iev Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI sieve ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 0 TCP V -Water Encountered S 4.5+ CLAYEY SAND(SC);dense to very 5.6 dense;yellowish brown,gray;trace S 4.5+ iron oxide nodules S 4.5+ 10.5 47 T 35,41 5 S 4.5+ 7.9 31 13 18 41 2.0 118.9 T 49,50=5.0" S 4.5+ 7.0 T 50=5.0" 50=4.0" S 2.0 10 S 4.5+ 7.3 26 16 10 28 T 50=6.0" 50=2.5" Y 14.0 ft 15 LEAN CLAY WITH SAND(CL);very 684.0 ft stiff; brown,gray,red;trace to few T 34,42 calcareous nodules; iron oxide stains and charcoal fragments _X N 11.6 72 18,17,15 20 S 4.5+ 20.0 ft 12.8 48 16 32 5.3 124.0 8.5 T 50=4.75" SHALE; moderately to highly 678.0 ft 36 weathered;soft;yellow brown,gray; slightly fissile -estimated cut depth 21 feet 24.0 ft 25 B SHALE;slightly weathered; medium 674.0 ft T 50=2.0 hard;gray,dark gray;fissile 50=0.5" 29.0 ft 30 SHALE;fresh; medium hard;dark 669.0 ft gray;with frequent very thin limestone T 50=3.5" seams 50=2.0" 35 B 78 Im BORING LOG B9 PAGE 2OF2 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.217791, W97.148687 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 698 feet START DATE: 8/21/2018 FINISH DATE: 8/21/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Mohammad Faysal (D&S) DRILLED BY: Kevin Kavadas (D&S) Hand Legend: ■ S-Shelby Tube Atterberg Limits Pen.(tsf) y REC Passing ® N-Standard Penetration Total Unconf. Depthy SampleIP Graphic ® T-Texas Cone Penetration (%) MC sieve Suction Clay Swell DUW Compr. (ft) Type SPT Log m C-Core RQD (/o) LPL PL PI Sie ve (pF) (/o) (/�) (pcf) Str(ksf) Or m B-Bag Sample (/�) (/o) (/o) (/�) 35 TCP V -Water Encountered T = SHALE;fresh; medium hard;dark 50=2.0" gray;with frequent very thin limestone seams 40 B T 50=3.25" 50=2.25" 45 B T 50=1.25" 50=0.5" 50 B T 50=1.0" 50=0.5" 55 B T 50=1.0" 50=0.25" 60 JB T 50=1.0" 60.2 ft 50=1.0" End of boring at 60.2' 637.8 ft Notes: -seepage at 14 feet during drilling -water at 14 feet upon completion 65 70 79 13ib GRAIN SIZE DISTRIBUTION ASTM D1140 PROJECT: Park Place LOCATION: Denton,Texas CLIENT: Park7 Group GPS COORDINATES: N33.218016, W97.147931 PROJECT NUMBER: G18-2196 GROUND ELEVATION: Approx. 702 feet START DATE: 8/16/2018 FINISH DATE: 8/16/2018 DRILL METHOD: Hollow Stem Flight Auger LOGGED BY: Sandip Adhikari (D&S) DRILLED BY: Daniel Earl (D&S) U.S.SIEVE OPENING IN INCHESI U.S.SIEVE NUMBERS I HYDROMETER 3 2 1.5 1 3A 1/2 3JO 100 95 90 85 80 75 70 65 w 60 >- 55 m o: w 50 z LL H 45 z w 40 w 0 35 30 25 20 15 10 5 0 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Description LL PL PI Cc Cu CLAYEY SAND(SC); BOREHOLE DEPTH D100 D50 D30 D10 %Gravel %Sand %Silt %Clay B2 8.0 9.51 1.4 39.0 5 _]LI SWELL TEST RESULTS PROJECT: Park Place CLIENT: Park7 Group PROJECT NUMBER: G18-2196 LOCATION: Denton, Texas Boring Depth Initial Moisture Final Moisture Applied Pressure, Vertical Swell, % Number feet Content, % Content, % psf B1 1-2 17.4 23.2 132 0.2 B2 2-3 5.7 20.4 261 0.3 B3 13-14 14.1 18.9 263 0.7 B3 19-20 13.2 19.1 263 0.0 B4 6-7 12.7 19.4 652 0.8 B5 14-15 17.2 19.8 395 0.1 B6 2-3 16.6 20.0 132 0.0 B6 9-10 13.4 14.9 1053 0.0 B7 14-15 13.3 14.7 265 0.0 B7 19-20 11.7 17.6 1042 0.9 B8 20-21 18.9 20.7 393 1.2 B8 25-26 20.1 22.3 912 0.3 B9 4-5 7.9 16.0 520 2.0 B9 19-20 12.8 17.2 263 5.3 81 13iUNCONSOLIDATED-UNDRAINED TRIAXIAL TEST b ASTM D2850 use uoi�wu�o uu� PROJECT: Park Place PROJECT NUMBER: G18-2196 CLIENT: Park7 Group LOCATION: Denton,Texas 120 100 80 Q 60 40 — z z 20 49.5 psi confinement 0 0 1 2 3 4 Axial Strain% 60 C 34.1 psi +,deg 0 50 :N a N 40 m 2 U) Q 30 U C a` 20 10 0 0 20 40 60 80 100 120 Total Normal Stress(psi) Borehole Depth Description • B8 36.0 SHALE; fresh; gray, dark gray Major Principal Stress(psi)6 Minor Principal Stress(psi) 6, Deviator Stress(psi) %,6, Yd MC% 117.7 49.5 68.3 117.3 18.1 Client: D&S Engineering Labs GeoTesting Project Name: Park Place Project Location: Denton,TX GTX #: 308690 E X P R E S S Test Date: 08/28/18 Tested By: and Checked By: njh Boring ID: B8 Sample ID: --- Depth,ft: 6-7 Visual Description: Sandy Lean Clay CL • brown,yellowish brown light gray Direct Shear Test of Soils Under Consolidated Drained Conditions by ASTM D3080 720 1440 -#DIV/0! 5000 5000 Cohesion = 526 psf Friction Angle = 29.5° 4000 4000 v 3000 a 3000 v N Ln Y L y m 2000 2000 v m L N N L Ln 1000 1000 0 0 4000 5000 6000 0.0 0.1 0.2 0.3 0.4 0.5 Normal Stress, psf Horizontal Deformation, in Test No.: DS-5 DS-6 Initial Diameter,in: 2.5 2.5 -720 -1440 -#DIV/01 Initial Height, in: 1.0 1.0 Initial Mass,grams: 158 165 0.000 Initial Dry Density, pcf: 109.1 115.4 Initial Moisture Content,%: 12.3 11.2 Initial Bulk Density, pcf: 122.5 128.3 0.005 Initial Degree of Saturation: 60.8 65.7 Initial Void Ratio: 0.54 0.46 0.010 Final Dry Density, pcf: 110.0 118.7 2 Final Moisture Content, %: 22.9 20.1 1u E Final Bulk Density, pcf: 135.1 142.5 0 0.015 Normal Stress, psf: 720 1440 a, 0 Maximum Shear Stress, psf: 663 1070 Shear Rate, in/min: 0.0004 0.0004 u 0.020 w Sample Type: intact 0.025 Estimated Specific Gravity: 2.70 Liquid Limit: --- 0.030 Plastic Limit: --- 0.0 0.1 0.2 0.3 0.4 0.5 Plasticity Index: --- % Passing #200 sieve: --- Soil Classification: ___ Horizontal Deformation, in IGroup Symbol: --- Notes: Moisture content obtained before shear from sample trimmings Moisture Content determined by ASTM D2216 Extruded from tube,cut,trimmed and placed into apparatus at the as-received density and moisture content Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions. ---" indicates testing required to determine these values was not requested. Client: D&S Engineering Labs GeoTesting Project Name: Park Place Project Location: Denton,TX GTX #: 308690 E X P R E S S Test Date: 08/28/18 Tested By: and Checked By: njh Boring ID: B8 Sample ID: --- Depth,ft: 19-20 Visual Description: Shale; gray,yellowish brown Direct Shear Test of Soils Under Consolidated Drained Conditions by ASTM D3080 1440 -2280 -4560 5000 5000 Cohesion = 513 psf Friction Angle = 18.9° 4000 4000 v 3000 a 3000 v N Ln Y L y m 2000 2000 v m L N Ln L 1000 1000 0 0 4000 5000 6000 0.0 0.1 0.2 0.3 0.4 0.5 Normal Stress,psf Horizontal Deformation, in Test No.: DS-1 DS-2 DS-3 Initial Diameter,in: 2.5 2.5 2.5 -1440 -2280 -as6o Initial Height, in: 1.0 1.0 1.0 Initial Mass,grams: 150 147 152 0.000 Initial Dry Density, pcf: 90.4 86.7 96.0 Initial Moisture Content,%: 29.2 31.8 22.9 0.005 Initial Bulk Density, pcf: 116.8 114.2 118.0 0.010 Initial Degree of Saturation: 91.2 90.8 81.8 Initial Void Ratio: 0.87 0.94 0.76 0.015 Final Dry Density, pcf: 90.4 89.2 100.0 im 0 Final Moisture Content, %: 34.0 37.4 29.8 E 0.020 Final Bulk Density, pcf: 121.2 122.5 129.8 0 Normal Stress, psf: 1440 2280 4560 0 0.025 Maximum Shear Stress, psf: 1080 1190 2100 Shear Rate, in/min: 0.0003 0.0003 0.0003 u 0.030 0.035 Sample Type: intact 0.040 - BOND- Estimated Specific Gravity: 2.70 Liquid Limit: --- 0.045 Plastic Limit: --- 0.0 0.1 0.2 0.3 0.4 0.5 Plasticity Index: --- % Passing #200 sieve: --- Soil Classification: ___ Horizontal Deformation, in IGroup Symbol: --- Notes: Moisture content obtained before shear from sample trimmings Moisture Content determined by ASTM D2216 Extruded from tube,cut,trimmed and placed into apparatus at the as-received density and moisture content Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions. ---" indicates testing required to determine these values was not requested. APPENDIX B - GENERAL DESCRIPTION OF PROCEDURES 85 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 ANALYTICAL METHODS TO PREDICT MOVEMENT INDEX PROPERTY AND CLASSIFICATION TESTS Index property and classification testing is perhaps the most basic, yet fundamental tool available for predicting potential movements of clay soils. Index property testing typically consists of moisture content,Atterberg Limits, and Grain-size distribution determinations. From these results, a general assessment of a soil's propensity for volume change with changes in soil moisture content can be made. Moisture Content By studying the moisture content of the soils at varying depths and comparing them with the results of Atterberg Limits, one can estimate a rough order of magnitude of potential soil movement at various moisture contents, as well as movements with moisture changes. These tests are typically performed in accordance with ASTM D2216. Atterberg Limits Atterberg limits determine the liquid limit (LL), plastic limit (PL), and plasticity index (PI) of a soil. The liquid limit is the moisture content at which a soil begins to behave as a viscous fluid. The plastic limit is the moisture content at which a soil becomes workable like putty, and at which a clay soil begins to crumble when rolled into a thin thread (1/8" diameter). The PI is the numerical difference between the moisture constants at the liquid limit and the plastic limit. This test is typically performed in accordance with ASTM D4318. Clay mineralogy and the particle size influence the Atterberg Limits values, with certain minerals (e.g., montmorillonite) and smaller particle sizes having higher PI values, and therefore higher movement potential. A soil with a PI below about 15 to 18 is considered to be generally stable and should not experience significant movement with changes in moisture content. Soils with a PI above about 30 to 35 are considered to be highly active and may exhibit considerable movement with changes in moisture content. Fat clays with very high liquid limits weakly cemented sandy clays, or silty clays are examples of soils in which it can be difficult to predict movement from index property testing alone. Grain-size Distribution The simplest grain-size distribution test involves washing a soil specimen over the No. 200 mesh sieve with an opening size of 0.075 mm (ASTM D1140). This particle size has been defined by the engineering community as the demarcation between coarse-grained and fine-grained soils. Particles smaller than this size can be further distinguished between silt-size and clay-size particles by use of a Hydrometer test (ASTM D422). A more complete grain-size distribution test that uses sieves to the relative number of particles according is the Sieve Gradation Analysis of Soils (ASTM D6913). Once the characteristics of the soil are determined through classification testing, a number of movement prediction techniques are available to predict the potential movement of the soils. Some of these are discussed in general below. 86 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 POTENTIAL VERTICAL MOVEMENT A general index for movement is known as the Potential Vertical Rise (PVR). The actual term PVR refers to the TxDOT Method 124-E mentioned above. For the purpose of this report, the term Potential Vertical Movement (PVM) will be used since PVM estimates are derived using multiple analytical techniques, not just TxDOT methods. It should be noted that all slabs and foundations constructed on clay or clayey soils have at least some risk of potential vertical movement due to changes in soil moisture contents. To eliminate that risk, slabs and foundation elements (e.g., grade beams) should be designed as structural elements physically separated by some distance from the subgrade soils (usually 6 to 12 inches). Since the new building will be constructed with drilled shaft supported grade beams and structurally supported floor slabs, the risk of post-construction PVM should be minimal. SPECIAL COMMENTARY ON CONCRETE AND EARTHWORK RESTRAINT TO SHRINKAGE CRACKS One of the characteristics of concrete is that during the curing process shrinkage occurs and if there are any restraints to prevent the concrete from shrinking, cracks can form. In a typical slab on grade or structurally suspended foundation, there will be cracks due to interior beams and piers that restrict shrinkage. Similar restraint can occur when pavements are cast directly against rigid bedrock materials. This restriction is called Restraint to Shrinkage (RTS). These RTS cracks do not normally adversely affect the overall performance of foundations or pavements. It should be noted that for exposed floors, especially those that will be painted, stained or stamped, these cracks may be aesthetically unacceptable. Any tile which is applied directly to concrete or over a mortar bed over concrete has a high probability of minor cracks occurring in the tile due to RTS. It is recommended if the tile is used to install expansion joints in appropriate locations to minimize these cracks. UTILITY TRENCH EXCAVATION Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is drawn to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench excavations greater than 5 feet in depth. FIELD SUPERVISION AND DENSITY TESTING Field density and moisture content determinations should be made on each lift of fill with a minimum of one (1) test performed per lift in the building pad area for every 7,500 square feet, one (1) test per lift per 3,000 square feet in other fill areas, one test per lift in parking areas for every 10,000 square feet, one (1) test lift per 300 linear feet of roadways and drives, and one (1) test lift per 100 linear feet of utility trench backfill. Supervision by the field technician and the project engineer is required. Some adjustments in the test frequencies may be required based upon the general fill types and soil conditions at the time of fill placement. 87 D&S ENGINEERING LABS, LLC Park Place Denton Denton, Texas G 18-2196 It is recommended that all site and subgrade preparation, proof rolling, and pavement construction be monitored by a qualified engineering firm. Density tests should be performed to verify proper compaction and moisture content of any earthwork. The inspection should be performed prior to and during concrete placement operations. D&S would be pleased to perform these services in support of this project. 88 14805 Trinity Boulevard, Fort Worth, Texas 76155 Geotechnical 817.529.8464 Corporate 940.735.3733 www.dsenglabs.com Texas Engineering Firm Registration# F-12796 Oklahoma Engineering Firm Certificate of Authorization CA 7181 jv'! D&S ENGINEERING LABS L Z 0= Z I� STATE OF TEXAS XX W LLJ p V COUNTY OF DENTON XX W m J '-' E-I Q WHEREAS WE,MAJID HEMMASI,MIKE DALLAS,BETA MU,LLC.AND SWAN-WEILS PARTNERSHIP, D.ARE THE AN LE OWNERS OF A CALLED 2.870 ACRE TRACTOR PARCEL OF LAND LYING AND BEING SITUATED IN THE CREW E G A N E.PUCHALSKI SURVEY,ABSTRACT NUMBER 996,CITY OF DENTON,DENTON COUNTY,TEXAS,AND BEING ALL OF A REPLAT OF THE E.PUCHALSKI SUR.AB.996,CITY OF DENTON,DENTON COUNTY,TEXAS,RECORDED IN S E N A [IN R E S VOLUME 11,PAGE 2,DEED RECORDS,DENTON COUNTY,TEXAS,AND ALL OF A TRACT DESCRIBED IN A DEED TO ❑N RE o SWAN-WEILS PARTNERSHIP,LTD.,RECORDED IN VOLUME 5252,PAGE 5157 AND COUNTY CLERK'S INSTRUMENT SITE m F m FILE NUMBER 2003-R0007397,REAL PROPERTY RECORDS,DENTON COUNTY,TEXAS,AND ALL OF A CALLED C RI P T R o 1 o m 0.333 ACRE TRACT DESCRIBED IN A DEED TO BETA MU,LLC.RECORDED UNDER COUNTY CLERK'S DOCUMENT Z J S O a NUMBER 2014-114553,REAL PROPERTY RECORDS,DENTON COUNTY,TEXAS,ALL OF A CALLED 1.896 ACRE } J 17 J m w a m n n TRACT DESCRIBED IN A DEED TO MAJID HEMMASI,RECORDED UNDER COUNTY CLERK'S DOCUMENT NUMBER Q Q ~ o - ^oi° ^o n 2015-39544,REAL PROPERTY RECORDS,DENTON COUNTY,TEXAS,AND ALL OF A CALLED TRACT ONE AND J ~ W Z Y Li J Q x a y F w t ^o ^z n ^ n TRACT TWO,DESCRIBED IN A DEED TO MIKE DALLAS AND MAJID HEMMASI,RECORDED UNDER COUNTY L7 ~ O Q G1 Ua Uoc9 UCa Fw O� O'� �m Q W Z y Z L Z n o $ CLERK'S DOCUMENT NUMBER 2017-27112,REAL PROPERTY RECORDS,DENTON COUNTY,TEXAS,AND BEING LL Q Z 0� O 0 40 80 120 m m o 0 a o a o a O O a MORE PARTICULARLY DESCRIBED AS FOLLOWS: p� Q p7 d �i oao� LOT 1,2,11,&12,BLOCK 8 rya ->aa ma rc mso. msa mQo- > REPEAT OAKGROVE ADDITION ^rc^ 00 z w -�a a -�a i BEGINNING AT A 1/2 INCH IRON PIN FOUND AT THE SOUTHWEST CORNER OF SAID SWAN-WEILS TRACT AND THE DAK rc VOLUME A PAGE 192 s oxM °'�^ oo� a >'a SCALE IN FEET m NORTHWEST CORNER OF A TRACT DESCRIBED IN A DEED TO JANIS LUKER CLIFTON,RECORDED IN VOLUME H K R Y cc Dock 1969-882 a, o o y w ,w pR O� o �a o o � o � �x� 595,PAGE 193,DEED RECORDS,DENTON COUNTY,TEXAS,SAID PIN ALSO BEING ON THE EAST LINE OF NORMAL Ca U > > o o p o 0 0 STREET; 0 LJ THENCE NORTH 00 DEGREES 41 MINUTES 31 SECONDS WEST WITH THE WEST LINE OF SAID SWAN-WEILS Q TRACT,A DISTANCE OF 59.80 FEET TO A 1/2 INCH IRON PIN FOUND AT THE NORTHWEST CORNER OF SAID VICINITY MAP -- ASPHALT SCRIPTURE STREET R. BEAUMONT SURVEY SWAN-WEILS SAID N AND ORMAL S SOUTHWEST CORNER OF SAID BETA MU TRACT,SAID PIN ALSO BEING ON THE CENTERLINE? --------- EAST LINE OF SAID NORMAL STREET; (70'RIGHT-OF-WAY)---- ABSTRACT N0. 31 ---SCALE 1'- 2000' EASEMENT TABLE THENCE NORTH 00 DEGREES 52 MINUTES 21 SECONDS WEST WITH THE WEST LINE OF SAID BETA MU TRACT El N00°19'28"E 89.50' AND THE EAST LINE OF NORMAL STREET,A DISTANCE OF 76.89 FEET TO A 1/21NGH IRON PIN FOUND AT THE SET 1/2" NORTHWEST CORNER OF SAID BETA MU TRACT AND THE SOUTHWEST CORNER OF SAID 1.896 ACRE TRACT, E2 N89°90'32•'W 99.70' - - S 88-48'28" E 369.91' IRON PINT SAID PIN ALSO BEING ON THE EAST LINE OF NORMAL STREET; E3 NO°19'28"E 16.00' SET PK 0.061 ACRES DEDICATED RIG - '773 E4 S89°90'32"E 99.70' NAIL THENCE NORTH OO DEGREES 15 MINUTES 57 SECONDS WEST WITH THE WEST LINE OF SAID 1.896 ACRE TRACT NOTES: E5 SO°19'28"W 16.00' I S 88*41'3e E 339.86' AND THE EAST LINE OF NORMAL STREET,A DISTANCE OF 269.98 FEET TO A PK NAIL SET AT THE NORTHWEST 15'X15' CORNER OF SAID 1.896 ACRE TRACT AT THE INTERSECTION OF THE EAST LINE OF NORMAL STREET AND THE 1.BEARINGS ARE BASED ON GPS OBSERVATIONS USING TEXAS STATE PLANE COORDINATE SYSTEM,NAD I RIGHT-OF-WAY I SOUTH LINE OF SCRIPTURE STREET; 15'X15'7 CALLED TRACT TWO 83 NORTH CENTRAL TEXAS ZONE. RIGHT-OF-WAY N 45"311121r E MIKE DALLAS AND CORNER CUP CALLED LOT 1 LOVELL ADDITION I CORNER CUP MAJID HEMMASI THENCE SOUTH 88 DEGREES 48 MINUTES 28 SECONDS EAST WITH THE SOUTH LINE OF SCRIPTURE STREET,A 2.BY GRAPHIC PLOTTING ONLY,THIS PROPERTY IS WITHIN ZONE"X",AREAS DETERMINED TO BE OUTSIDE VOLUME 75 PAGE 86 20.92' CC DOC.No.2017-27112 DISTANCE OF 369.91 FEET TO A 1/2 INCH IRON PIN WITH A YELLOW PLASTIC CAP STAMPED"METROPLEX OF A DESIGNATED 100 YEAR OR 500 YEAR FLOOD PLAIN AS SHOWN BY FIRM MAP COMMUNITY-PANEL DR RPR CALLED 0.23 ACRE TRACT 10023300"SET AT THE NORTHEAST CORNER OF SAID TRACT 7W0 AND BEING AT THE INTERSECTION OF THE NUMBER 48121 C0360G,DATED APRIL 18,2011.NO SURVEYING WAS PERFORMED TO DETERMINE THIS EDWARD E. LANE AND CALLED TRACT ONE SELEY PROPERTIES,LLC. FLOOD ZONE. MARY JANE LANE SURVEY MIKE DALLAS AND S 44*1 1 105f1 E CC DOC.No.200E-11 UC. SOUTH LINE OF SCRIPTURE STREET AND THE WEST LINE OF BRYAN STREET; VOLUME 1842 PAGE 852 I M H 01 Al D E AS RPR RPR I � 21.39' THENCE SOUTH 00 DEGREES 19 MINUTES 28 SECONDS WEST WITH THE WEST LINE OF BRYAN STREET,A 3.TAPS MADE TO EXISTING SEWER LINES SHALL BE DONE BY THE CITY OF DENTON AT THE I CC DOC. No.2017-27112 CONTRACTOR'S EXPENSE.CONTACT DREW HUFFMAN WITH WASTEWATER DEPARTMENT AT 940-349-8489 I P 0 C HALSK99 6 I RPR I 1196 ACRE D STANCE OTRACT AND THE NORTHF 267.12 FEET TOA 1/2 EAST TNCH I CORNER OF A CALLED 0 268 ACRE RON PIN FOUND AT THE EASTERNMOST DESCRIBED IN A DEED TO ID 4.PURPOSE OF THIS PLAT IS TO PLAT ONE MULTI-FAMILY LOT. E• t/�T N 0• SAJO'S PARTNERS LLC.,RECORDED UNDER COUNTY CLERK'S DOCUMENT NUMBER 2009-101504,REAL CO A`j PROPERTY RECORDS,DENTON COUNTY,TEXAS,SAID PIN ALSO BEING ON THE WEST LINE OF BRYAN STREET; 5.NO GAS,PETROLEUM,OR SIMILAR EASEMENTS ARE LOCATED ON THE PROPERTY. N I ABSTR LOT 1 6.7' PUBLIC UTILITY,PEDESTRIAN,AN THENCE NORTH 89 DEGREES 14 MINUTES 46 SECONDS WEST WITH A SOUTH LINE OF SAID 1.896 ACRE TRACT SIDEWALK EASEMENT AND THE NORTH LINE OF SAID 0.268 ACRE TRACT,A DISTANCE OF 175.70 FEET TO A 1/2 INCH IRON PIN WITH A 6.TAPS MADE TO EXISTING WATER LINES OR RELOCATION OF FIRE HYDRANT SHALL BE DONE BY THE YELLOW PLASTIC CAP STAMPED"METROPLEX 10023300"SET AT ON THE EAST LINE OF SAID 1.896 ACRE TRACT CITY OF DENTON AT THE CONTRACTOR'S EXPENSE.CONTACT KENT CONKLE WITH THE WATER CALLED LOT 2 LOVELL ADDITION - ^ BLOCK A N AND AT THE NORTHWEST CORNER OF SAID 0.268 ACRE TRACT,SAID PIN ALSO BEING AT THE NORTHEAST DEPARTMENT AT 940-349-7167 VOLUME 75 PAGE 86 I r- 06 CORNER OF SAID BETA MU TRACT; DR �I !n 1.4- ELECTRIC EASEMENT �I EDWARD EARL LANE,JR. w CITY OF DENTON,TEXAS � THENCE SOUTH 00 DEGREES 27 MINUTES 16 SECONDS EAST,A DISTANCE OF 136.36 FEET TO A 1/2 INCH IRON T THIS PLAT IS HEREBY ADOPTED BY THE OWNER AND APPROVED BY THE CITY OF DENTON(CALLED CC DOC# 1996-2002 2.809 ACRES VOLUME 809,PAGE 889 N c PIN STAMPED"KERN"FOUND SOUTH THE SOUTHEAST CORNER OF SAID SWAN-WEILS TRACT AND THE "CITY")SUBJECT TO THE FOLLOWING CONDITIONS THAT SHALL BE BINDING UPON THE OWNERS,THEIR RPR U I CALLED 1.896 ACRE TRACT DR 00 JERRY L HOUSDEN NORTHEAST CORNER OF SAID CLIFTON TRACT,SAID PIN ALSO BEING AT THE NORTHERN MOST NORTHWEST HEIRS,GRANTEES,AND SUCCESSORS THE DRAINAGE AND DETENTION EASEMENT WITHIN THE LIMITS OF I� 5.3'PUBLIC UTILITY, PEDESTRIAN,AND MAJID HEMMASI TO BE ABANDONED By C4--� N VOLUME 4 R4 R PAGE 167 CORNER OF LOT 1,BLOCK A,TESHA LYNN BEATY ADDITION,RECORDED IN CABINET P,PAGE 41,PLAT THIS ADDITION,SHALL REMAIN OPEN AT ALL TIMES AND WILL BE MAINTAINED IN A SAFE AND SANITARY a SIDEWALK EASEMENT CC DOC.No.2015-39544 SEPARATE DOCUMENT J� - O RECORDS,DENTON COUNTY,TEXAS; CONDITION BY THE OWNERS OF THE LOT OR LOTS THAT ARE TRAVERSED BY OR ADJACENT TO THE ~I� Z RPR E31 �41 °- DRAINAGE AND DETENTION EASEMENT.THE CITY WILL NOT BE RESPONSIBLE FOR THE MAINTENANCE o I REPEAT L_-- -_L O THENCE NORTH 89 DEGREES 20 MINUTES 18 SECONDS WEST WITH THE SOUTH LINE OF SAID SWAN-WEILS AND OPERATION OF SAID EASEMENT OR FOR ANY DAMAGE TO PRIVATE PROPERTY OR PERSON THAT I I E. PUCHALSKI SUR.AB.996 E2 O TRACT AND THE NORTH LINE OF SAID CLIFTON TRACT,A DISTANCE OF 190.58 FEET TO THE POINT OF RESULTS FROM CONDITIONS IN THE EASEMENT,OR FOR THE CONTROL OF EROSION.NO OBSTRUCTION J VOLUME 11, PAGE 2 BEGINNING AND CONTAINING IN ALL 2.870 ACRES OF LAND. TO THE NATURAL FLOW OF STORM WATER RUN-OFF SHALL BE PERMITTED BY CONSTRUCTION OF ANY Q p DR 1n TYPE OF BUILDING,FENCE OR ANY OTHER STRUCTURE WITHIN THE DRAINAGE AND DETENTION EASEMENT,AS HEREIN ABOVE DEFINED,UNLESS APPROVED BY THE CITY.THE OWNERS SHALL KEEP THE I` NOW THEREFORE KNOW THESE MEN BY THESE PRESENTS: DRAINAGE AND DETENTION EASEMENT CLEAR AND FREE OF DEBRIS,SILT,AND ANY SUBSTANCE THAT WOULD RESULT IN UNSANITARY CONDITIONS OR OBSTRUCT THE FLOW OF WATER.AND,THE CITY SHALL O THAT WE,MIKE DALLAS,MAJID HEMMASI,BETA MU,LLC.AND SWAN-WEILS PARTNERSHIP,LTD.,DO HEREBY HAVE THE RIGHT OF INGRESS AND EGRESS FOR THE PURPOSE OF INSPECTION AND SUPERVISION OF Z I ADOPT THIS REPLAT DESIGNATING THE HEREIN DESCRIBED PROPERTY AS LOT 1,BLOCK A,PARK 7 ADDITION, MAINTENANCES THE OWNERS TO ALLEVIATE ANY UNDESIRABLE CONDITIONS THAT MAY OCCUR. CALLED LOT 3 LOVELL ADDITION 27 2' E11 AN ADDITION TO THE CITY OF DENTON,DENTON COUNTY,TEXAS,AND DO HEREBY DEDICATE TO THE PUBLIC FURTHERMORE,THE CITY SHALL HAVE THE RIGHT,BUT NOT THE OBLIGATION,TO ENTER UPON THE VOLUME 7D5R PAGE 86 I USE FOREVER THE STREETS AND EASEMENTS SHOWN HEREON. ABOVE-DESCRIBED DRAINAGE AND DETENTION EASEMENT TO REMOVE ANY OBSTRUCTION TO THE FLOW wI JANIC C.CLIFTON LU OF WATER,AFTER GIVING THE OWNERS WRITTEN NOTICE OF SUCH OBSTRUCTION AND OWNERS FAIL TO VOLUME 867 PAGE 553 1 REMOVE SUCH OBSTRUCTION.SHOULD THE CITY OF DENTON BE COMPELLED TO REMOVE ANY DR S1 OBSTRUCTION TO THE FLOW OF WATER,AFTER GIVING THE OWNERS WRITTEN NOTICE OF SUCH �I Q MIKE DALLAS DATE OBSTRUCTION AND OWNERS FAIL TO REMOVE SUCH OBSTRUCTION,THE CITY OF DENTON SHALL BE i FOUND 1/2" SET 1/2" 3 REIMBURSED BY THE OWNERS REASONABLE COSTS FOR LABOR,MATERIALS,AND EQUIPMENT FOR EACH I IRON PIN IRON PIN N 89°14'46" W 175.70 FOUND v2" Cnl,� INSTANCE.THE NATURAL DRAINAGE THROUGH THE DRAINAGE AND DETENTION EASEMENT IS SUBJECT o i IRON PIN I TO STORM WATER OVERFLOW AND NATURAL BANK EROSION TO AN EXTENT THAT CANNOT BE I w (O ZI� MAJID HEMMASI DATE DEFINITELY DEFINED.THE CITY SHALL NOT BE HELD LIABLE FOR ANY DAMAGES OF ANY NATURE o CALLED 0.333 ACRE TRACT M RESULTING FROM THE OCCURRENCE OF THESE NATURAL PHENOMENA OR RESULTING FROM THE BETA MU,LLC DO CALLED 0.268 ACRE TRACT Q FAILURE OF ANY STRUCTURE OR STRUCTURES,WITHIN THE EASEMENT OR OTHERWISE. 1WI�� CC DOC.No.2014-114553 M SAJO'S PARTNERS LLC �In N 00°52x21 N f" I RPR CC DOC.No.2009-101504 LOT 1,BLOCK 1 T RPR BRYAN STREET ADDITION VIVEK PAI,MEMBER DATE 8.REPLAT DOES NOT REMOVE OR AMEND ANY COVENANTS OR RESTRICTIONS. 76.89' Co VOLUME C' PAGE 030 LLJ BETA MU,LLC. IMPORTANT NOTICE CALLED LOT 4 LOVELL ADDITION O VOLUME 75R PAGE 86 D FOUND 1/2" PRESIDENT DATE THE CITY OF DENTON HAS ADOPTED THE NATIONAL ELECTRIC SAFETY CODE(THE"CODE-).THE CODE VANESSA REAMS IRON PIN h GENERALLY PROHIBITS STRUCTURES WITHIN 17.5 FEET ON EITHER SIDE OF THE CENTERLINE OF CC DOC#2007-126496 N SWAN-WEILS PARTNERSHIP,LTD. a OVERHEAD DISTRIBUTION LINES AND WITHIN 37.5 FEET ON EITHER SIDE OF THE CENTERLINE OF RPR SWAN-WEILS PARTNERSHIP,LTD. OVERHEAD TRANSMISSION LINES.IN SOME INSTANCES THE CODE REQUIRES GREATER CUE ARANCES. VOLUME25252 R PACE 35157 O 97 WINE TA LLLAM L..WATSON RTER D I o BUILDING PERMITS WILL NOT BE ISSUED FOR STRUCTURES WITHIN THESE CLEARANCE AREAS.CONTACT N 00 RPR 31�� W RPR CC DOC.No.2004-1 1 7 31 THE BUILDING CODE OFFICIAL WITH SPECIFIC REQUESTS. 59 80' N RPR ! SURVEYOR'S CERTIFICATE SUCH CLEARANCE PROVISIONS SHALL BE INCLUDED IN THE DESIGN AND CONSTRUCTION WHEN REAL I KNOW ALL MEN BY THESE PRESENTS: PROPERTY IS DEVELOPED OR ALTERED.SUCH CLEARANCE AREAS SHALL BE RECORDED BY THE FOUND 112' PROPERTY DEVELOPER OR BY THE RECORD OWNER ON SUBDIVISION PLATS:OR SHALL BE EVIDENCED N 89°20'18 W 190.58' FOUND 1i2" THAT I,BRAD G.SHELTON,REGISTERED PROFESSIONAL LAND SURVEYOR,DO HEREBY CERTIFY THAT I BY WRITTEN INSTRUMENT,DULY RECORDED,IN THE PUBLIC RECORDS OF DENTON COUNTY,TEXAS. CALLED LOT 5 LOVELL ADDITION ON PIN IRON PIN PREPARED THIS PLAT FROM AN ACTUAL AND ACCURATE SURVEY OF THE LAND,AND THAT THE IRON RODS VOLUME 75 PAGE 86 9WN PFIRE R'f ,f1519tl MOYD UNOBSTRUCTED AND ADEQUATE SPACE SHALL BE PROVIDED FOR ALL CLEARANCE AREAS IN SUCH A DR STAMPED LOT 1,BLOCK A LOT 2, BLOCK A I SHOWN THEREON WER 43 ANCE WITH THE ORDINANCES WAY THAT WILL ALLOW THE INGRESS AND EGRESS FOR UTILITY RELATED PERSONNEL AND EQUIPMENT BONNIE STANFIELD TRUST JANIS LUKER CUFTON "KERN" TESHA LYNN BEATY TESHA LYNN BEATY OF THE CITY OF DENTON, TO PERFORM OPERATIONS,MAINTENANCE AND REPLACEMENT OF ELECTRIC SUPPLY AND COMMERCIAL JANIICE B.STANFIELD,TRUSTEE POINT OF VOLUME 595, PAGE 193 ADDITION ADDITION I NOT TO BE RECORDED FOR ANY PURPOSE LINES,MAINTENANCE OF CLEARANCE AREAS AND/OR EASEMENTS ON THIS PLAT ARE THE CC DOC#2013-131103 BEGINNING DR CABINET PR PAGE 41 CABINET PR PAGE 41 RESPONSIBILITY OF THE INDIVIDUAL PROPERTY OWNERS AND DO NOT CONSTITUTE ACCEPTANCE OF RPR I NOT TO BE RELIED UPON AS A FINAL SURVEY. SAME FOR MAINTENANCE PURPOSES BY THE CITY OF DENTON. I STATE OF TEXAS XX STATE OF TEXAS %% BRAD G.SHELTON COUNTY OF DENTON XX COUNTY OF DENTON XX R.P.LS.NO.5452 BEFORE ME,THE UNDERSIGNED NOTARY PUBLIC IN AND FOR SAID COUNTY AND STATE ON THIS DAY PERSONALLY BEFORE ME,THE UNDERSIGNED NOTARY PUBLIC IN AND FOR SAID COUNTY AND STATE ON THIS DAY PERSONALLY APPEARED, ,PRESIDENT OF BETA MU,LLC.KNOWN TO ME TO BE THE PERSON WHOSE APPEARED, ,PRESIDENT OF SWAN-WEILS PARTNERSHIP,LTD.KNOWN TO ME TO BE THE TEXAS STATE PLANE COORDINATES NAME IS SU BSCRIBED TO THE FOREGOING INSTRUMENT,AND ACKNOWLEDGED TO ME THAT HE EXECUTED THE PERSON WHOSE NAME IS SUBSCRIBED TO THE FOREGOING INSTRUMENT.AND ACKNOWLEDGED TO ME THAT HE NORTH CENTRAL ZONE SAME ON BEHALF OF BETA MU,LLC.FOR THE PURPOSE AND CONSIDERATIONS THEREIN EXPRESSED,AND IN THE E%ECUTED THE SAME ON BEHALF OF SWAN-WEILS PARTNERSHIP,LTD,FOR THE PURPOSE AND CONSIDERATIONS CAPACITY THEREIN. THEREIN EXPRESSED,AND IN THE CAPACITY THEREIN. A N 7128547.1 E 2381629.2 GIVEN UNDER MY HAND AND SEAL OF OFFICE THIS DAY 2017. GIVEN UNDER MY HAND AND SEAL OF OFFICE THIS DAY 2017. B N 7128606.9 APPROVED THIS DAY OF 2017 BY THE E 2381628.5 DEVELOPMENT REVIEW COMMITTEE FOR THE CITY OF DENTON. LEGEND NOTARY PUBLIC,STATE OF TEXAS NOTARY PUBLIC,STATE OF TEXAS REPLAT CM CONRNIWNG MONUMENT RP=FOUND IRON PIN SIP.SET IRON PIN P8Z COMMISSION CHAIR OF STATE TEXAS LOT 1 BLOCK A Q N CENTERLINE STATE OF TEXAS COUNTY OF DENTON PENCE=-x -x CITY SECRETARY COUNTY OF DENTON E. PUCHALSKI SURVEY POWER POLE= JY BEFORE ME,THE UNDERSIGNED,A NOTARY PUBLICO AND FOR THE SAID ONCOUNTY AND WHOSE NSTATE,ON THIS DAY FlRE HYdVNT- ¢ BEFORE ME,THE UNDERSIGNED,A NOTARY PUBLIC IN AND FOR THE SAID COUNTY AND STATE,ON THIS DAY PERSONALLY APPEARED MAJID HEMMASI,KNOWN TO ME TO BE THE PERSON WHOSE NAME IS SUBSCRIBED TO THE 7 PROJECT NUMBER FR17-0014 WATER VALVE= PERSON ALLY APPEARED MIKE DALLAS,KNOWN TO ME TO BE THE PERSON WHOSE NAME IS SUBSCRIBED TO THE FOREGOING INSTRUMENT AND ACKNOWLEDGED TO ME THAT HE EXECUTED THE SAME FOR THE PURPOSES AND ABSTRACT 996 FOREGOING INSTRUMENT AND ACKNOWLEDGED TO ME THAT HE EXECUTED THE SAME FOR THE PURPOSES AND CONSIDERATIONS THEREIN EXPRESSED.SBYER BEING 2.870 ACRES IN SV,RMY HANDICAP RAMP.® CALL AT LEAST 48 HOURS BEFORE DIGGING CONSIDERATIONS THEREIN EXPRESSED. AS OF OCTOBER 1,1998,IT IS TEXAS STATE LAW THAT YOU CONTACT A ONE-CALL UNDER MY HAND AND SEAL OF OFFICE THIS DAY OF 2017.ALL SYSTEM BEFORE EXCAVATING! GIVEN UNDER MY HANDAND SEAL OF OFFICE THIS DAY OF THE E. PUCHALSKI® MWHOIE. © ONE-CALL SYSTEMS OFTEXAS DIG TESS LONE STAR NOTIFICATION TEXA1,2"41 LL zo,7. SURVEY CONCRETE- 1A0NOWI EFFECT ,-BOOESTHATT 1-NWHOENG ,AVATIONACa ABSTRACT No.996 WA LINE_ A FEDERAL LAW NOW IN EFFECT ALSO STATES THAT ANY PERSON WHO ENGAGES IN EXCAVATION ACTIVITIES WATER UNE WITHOURGRSTUS OUNDFGAS AVAILABLE ES;ORWITHOONE-CALL WITHOUT INFORMATION ORETERMINE NOTARY COMMIUS SSION IN AND EXPIRES THE STATE OF TEXAS CITY OF DENTON SEWER UNE. -s UNDERGROUND FACILITIES;OR WITHOUT HEEDING LOCATION INFORMATION OR MARKINGS AND NOTARY PUBLIC IN AND FOR THE STATE OF TEXAS MY COMMISSION EXPIRES: POWER UNE.-[ -L SUBSEQUENTLY DAMAGES A PIPELINE FACILITY SHALL BE SUBJECT TO A FINE,IMPRISONMENT,OR BOTH. MVCOMMISSIONEXPIRES: DENTON COUNTY,TEXAS DEED CALLS- •( ) THE LAW ALSO STATES THAT OSHA MAYBE NOTIFIED OF ANY ACCIDENT CAUSED BY AN EXCAVATOR. FIRM NO.10023300 OWN. u SCALE .�_, OWNER: OWNER: OWNER: OWNER: SURVEYOR: SHEET 6/28/17 UPDATED NOTES SECTION RA JRH ''.._a0� ��_ a ro eX MAJID HEMMASI SWAN-WEILS PARTNERSHIP BETA MU,LLC MIKE DALLAS BRAD G.SHELTON 08, s r 2300 CHESWICK CT. 1800 STONEGATE DRIVE 19461 SIERRA CHULA RD. P.O. BOX 30492 223 W.HICKORY ST. 6/6/17 CHANGES PER CITY OF DENTON COMMENTS RLG CKD. ^c DATE =`�®> AUSTIN,TX.78746 DENTON,TX.76205 IRVINE,CA.92603 AUSTIN,TX.78755 DENTON,TX.76201 V�7 P Surveying, Inc. PH:(940)387-0506 DATE REVISIONS BY: 03/08/17 =` FAX:(940)565-0436 JOB No. 37789 W.HICKORY DENTON TEXAS 76201 inf metro lexsurve in.com Do Council Meeting Requests for Information Request Request Date Staff Responsible Department Status Requested By on requirements to survey property owners adjacent tote project regarding their willingness to allow use of right-of-way easements for bicycle and pedestrian 1 paths? 02/26/19 Estes Capital Projects Information will be provided in a future Friday report. Meltzer Staff Report on additional costs for bringing the Hickory Creek widening project to six 2 lanes. 05/06/19 Deshmukh Capital Projects Information is provided in the June 28 Friday report. Ryan Document the current state of properties that will be upgraded and altered through the 3 PEC 4 Drainage Improvements Project for historical records. 05/21/19 Estes Capital Projects Information will be provided in a future Friday report. Davis Information on what can be done to address the appearance that City projects start and 4 then stall once the land is cleared or initial work is done. 06/18/19 Estes Capital Projects Information will be provided in a future Friday report. Meltzer 5 Rules for relocation and financial assistance during property acquisition. 06/18/19 Cody Capital Projects Information will be provided in a future Friday report. Briggs What land will be left after the Bonnie Brae project and what are the plans for that left 6 over land? 06/18/19 Estes Capital Projects Information will be provided in a future Friday report. Hudspeth Information regarding DCTA access was provided in the June 14 Information on sidewalks near MKOC and the feasibility of adding a DCTA stop at the Friday report. Information regarding sidewalks will be provided in a 7 facility. 05/21/19 Estes/Canizares Capital Projects/City Manager's Off future Friday report. Armintor Design and purchase a"slow-kids at play"sign with the City logo that could be made 8 available to residents for placement in their yards. 05/21/19 Estes/Kuechler Capital Projects/Public Affairs Information will be provided in a future Friday report. Hudspeth Work Session on options to enhance City's partnership with DCTA under the new 9 governance structure. 05/21/19 Canizares City Manager's Office A work session has been scheduled for August 6. Davis Resolution from City Council to ask the County to wait on their redistricting until the This will be prioritized with other requests during the July 23 10 2020 Census 05/21/19 Wood City Manager's Office Strategy Session. Armintor Discussion on addressing elected officials referencing emails in an open forum without 11 providing copies of the emails referenced as back-up material for the record. 06/18/19 Wood City Manager's Office Information will be provided in a future Friday report. Hudspeth VVorK Session on comprehensive process for ow-income housing strategy that includes housing bonds, density bonuses, grants for low income rentals, land swaps and other 12 tactics to maximize the availability of affordable housing. 03/20/19 Kuechler/Shaw Community Development This process will be discussed during a future work session. Meltzer Can CDBG allocations be required to be located in specific areas around the City? How 13 many lots/homes is Habitat for Humanity planning to purchase and build? 05/07/19 Kuechler/Shaw Community Development Information will be provided in a future Friday report. Hudspeth Information on ways to incentivize the inclusion of Habitat for Humanity homes to new 14 developments. 05/21/19 Kuechler/Shaw Community Development Information will be provided in a future Friday report. Briggs 15 Report on candidate properties for a Basic Services Center?Consider Ruddell property 06/18/19 Kuechler/Shaw Community Development Information will be provided in a future Friday report. Meltzer Work session on basic services center, include an update on the shelter workgroup and 16 discuss 501(c)3 status, history, and ability to deliver. 06/18/19 Kuechler/Shaw Community Development Information will be provided in a future Friday report. Watts Provide an update on land available for a tiny house village and if it could be collocated 17 on property for a Basic Services Center. 06/18/19 Kuechler/Shaw Community Development Information will be provided in a future Friday report. Hudspeth/Davis Information on the policy options for a development fee waiver or City administered 18 grant program for non-profit agencies. 06/04/19 Kuechler/Shaw/McDonald Community Development/Developr Information will be provided in a future Friday report. Briggs/Armintor/Davis A work session is planned for August 20 where this information will 19 How much of Customer Services'bad debt is a result of late fees and penalties? 06/04/19 Thomson/Foster Customer Service be discussed. Briggs Work session on credit and collections follow up for Council to provide policy feedback on percentage versus flat late fees. Provide comparative data from peer cities related A work session is planned for August 20 where this information will 20 to handling of account deposits and balances on transfers of service. 06/04/19 Thomson/Foster Customer Service be discussed. Briggs Impact of potential fee increase to average residential and commercial accounts to 21 recoup previous revenue received from online and phone payment fees. 06/04/19 Thomson/Foster Customer Service Information will be provided in a future Friday report. Briggs Landlord incentives provided by the City for reduced taxes for those making units 22 available for transitional housing. 05/21/19 McDonald Development Services Information will be provided in a future Friday report. Briggs 23 Information on how industrial sites could be added to noise ordinance. 05/21/19 McDonald Development Services Information will be provided in a future Friday report. Briggs ISR on Rayzor Ranch Town Center change of ownership, information on the land 24 overlays and the process to amend overlays, and information related to the incentives. 04/03/19 McDonald/Rogers Economic Development/Developm Information will be provided in a future Friday report. Watts Information on the number of part-time City of Denton employees making less than 10 25 per hour. 06/03/19 Romine Human Resources Information will be provided in a future Friday report. Briggs Work session on incentive policies or employment policies to address City of Denton 26 employees living in the City limits. 06/04/19 Romine Human Resources Information will be provided in a future Friday report. Briggs Staff report on the City's use of artificial turf and the viability of using it in parks and 27 sports fields. 05/07/19 Packan/Behrens I Parks and Recreation Information will be provided in a future Friday report. Armintor 28 Staff report on what it would take to support miracle league baseball. I 05/21/19 Packan Parks and Recreation I Information will be provided in a future Friday report. Meltzer 91 Council Meeting Requests for Information Request Request Date Staff Responsible Department Status Requested By Information on the ability to add plots or tree banking on abandoned ROW at Oakwood 29 Cemetery. 05/21/19 Packan Parks and Recreation Information will be provided in a future Friday report. Meltzer Comparison of cost for the City to conduct mowing in-house compared to contracting 30 locally for this service. 06/03/19 Packan Parks and Recreation Information will be provided in a future Friday report. Armintor Information on the number of police officer positions that are needed by the city and our 31 plan address any gaps. 04/03/19 Dixon Police Information is provided in the June 28 Friday report. Briggs 321 Information on steps required to establish a County-wide crime lab. 06/04/19 Dixon/Gaines Police/Finance Information will be provided in a future Friday report. Ryan Options to incentivize current City contractors to pay a living wage and projections on 33 associated cost increases incurred by the City. 06/03/19 Ogden Procurement Information will be provided in a future Friday report. Hudspeth Revise contractor evaluation criteria to require that bidders provide a list of employee 34 salaries as a part of their submissions. 06/03/19 Ogden Procurement Information will be provided in a future Friday report. Briggs/Davis Budget impact o make minimum starting pay for all City employees(tull time, part time, and seasonal)incremental increases leading to$15 per hour($10, $12,and$15). Data on how many seasonal employees are in high school or college. Provide additional description of the seasonal and part time positions that are currently making less than 35 $15 per hour. 06/03/19 Ogden/Romine Procurement/Human Resources Information will be provided in a future Friday report. Armintor/Ryan 36 Information on the addition of a City position to support all non-profit agencies. 04/09/19 Kuechler/Rogers Public Affairs/Community Developn Information will be provided in a future Friday report. Hudspeth Information on use of CDBGor other funding to install sidewalks along Ruddell to 37 support Solutions of North Texas project. 06/04/19 Kremer Public Works Information will be provided in a future Friday report. Armintor/Briggs Staff report on ways to reduce recycling contamination rates, including alternative bin 38 designs and what cities with low contamination rates have done to educate the public. 05/21/19 Boerner/Cox Solid Waste Information will be provided in a future Friday report. Armintor/Meltzer Fully value solid waste wholesale to ing into consideration the cost of service and loss of landfill space.What would be required for stabilization of the fund?What would the 39 impact be on the landfill permit expansion? 06/11/19 Boerner Solid Waste Information will be provided in a future Friday report. Meltzer Information on a more comprehensive waste reduction strategy to manage landfill 40 space. 06/11/19 Boerner Solid Waste Information will be provided in a future Friday report. Davis 41 Information on potential use of plastic from the City's waste stream for recycled carpet. 06/11/19 Boerner Solid Waste Information is provided in the June 28 Friday report. Hudspeth Information on the amount of energy used at City water and waste water facilities and 42 the feasibility of adding solar panels to reduce energy costs. 06/04/19 Banks/Puente Water/Wastewater/DME Information will be provided in a future Friday report. Briggs 92 Other Council Requests for Information Request Request Date Staff Responsible Department Status Requested By Prepare a list of contractors who were found to have done faulty compaction work 1 leading to street failures. 04/02/19 Estes Capital Projects Information will be provided in a future Friday report. Meltzer Information on strategies to alleviate congestion on Locust and Elm particularly in light of 2 staffs recommendation not to re-open Taliaferro Street. 06/03/19 Estes Capital Projects Information will be provided in a future Friday report. Briggs 0 ow-up requested regarding the date the construction berm was in place and for the City to conduct a water sample at the conclusion of construction project to confirm that 3 the water is clean enough to serve as a TCA-certified wildlife habitat. 06/11/19 Estes Capital Projects Information will be provided in a future Friday report. Armintor/Briggs The public parking at Oakland and McKinney needs handicapped parking near the 4 Oakland-McKinney corner accessible to the new McKinney crosswalk. 06/12/19 Deshmukh/Oliphant Capital Projects Information will be provided in a future Friday report. Watts 51 Provide data collected used to describe the two year warranties for roadways. 06/15/19 Estes Capital Projects Information will be provided in a future Friday report. Meltzer 6 Can temporary ADA parking be added around the courthouse for the July 27 ADA Rally? 06/18/19 Oliphant/Deshmukh Capital Projects Information is provided in the June 28 Friday report. Armintor 7 Assess traffic patterns and signage for the construction near Ave C and Hickory 06/19/19 Estes Capital Projects Information will be provided in a future Friday report. Ryan 8 Assess whether a stop sign or yield sign is supported in the Villages of Carmel 06/19/19 Deshmukh Capital Projects Information will be provided in a future Friday report. Hudspeth Provide information on the operational impact associated with the train, church ours on Sundays, staff recommendations for access/exits, and a potential community meeting to 9 discuss traffic impacts with the community. 06/26/19 Deshmukh Capital Projects Information will be provided in a future Friday report. Hudspeth FEvaluate on-street parking along Duchess Drive in the Longhorn Cove development and 10 look into the fence that is in disrepair. 06/14/19 Estes/Deshmukh/Hedges Capital Projects/CIS Information is provided in the June 28 Friday report. Hudspeth How many additional parking spaces willthe removalo umpsters via the valet trash and recycling pilot program fee up along Industrial?Could those new parking spaces 11 warrant additional ADA parking along the square? 06/18/19 Oliphant/Deshmukh/Boerner Capital Projects/Solid Waste Information is provided in the June 28 Friday report. Armintor Please prepare a Legal Status Report on the requirements for existing gas wells and/or pad sites.Additionally, have staff prepare maps of all gas well plats together with various setback radii that identifies the applicable setback setback for each pad site and the conditions required to make new gas well development subject to new codes. If most Information will be included in the July 15 work session and a 121 sites are vested,what is left that would be impacted by the new regulations? 05/17/19 McDonald/Leal/Banks City Attorney's Office/Development separate Legal Status Report. Watts Information will e provided during the July 15 Luncheon.A Specifics regarding the previously stated State pre-emption concerns for gas wells. separate Legal Status Report will also be distributed related to this 13 Need more specific information on who is grandfathered in and why. 05/14/19 Leal/Banks City Attorney's Office/Utilities issue. Davis Workshop on the potentially altering current City requirements for elected officials to This will be prioritized with other requests during the July 23 14 serve on community board such as the Economic Development Partnership Board. 06/18/19 Wood/Rios City Secretary's Office Strategy Session. Hudspeth Which organizations listed on the dashboard our housing are housing individuals each 15 month?This will help Council understand where grants are needed most. 04/16/19 Kuechler Community Development Information is provided in the June 28 Friday report. Briggs Provide an outline of past two years homeless initiatives and include items that will be 16 discussed during this budget cycle 06/20/19 Kuechler/Shaw Community Development Information will be provided in a future Friday report. Briggs How much does it cost taxpayers for someone to stay one night in jail and how does that 17 compare to the daily rate for the Monsignor King enhanced shelter? 05/19/19 Kuechler/Dixon Community Development/Police Information will be provided in a future Friday report. Briggs Provide logistical and operational details of how the following may apply in Denton: Grand Prairie's rate structure, income based discounts, senior programs and discounts, 18 Veteran's deposit waivers. Can DHA's voucher list be used to determine needs? 06/04/19 Thomson/Foster Customer Service Information will be provided in a future Friday report. Armintor 19 Does the zoning on US 377 next to Smokehouse allow for the new proposed business? 06/16/19 McDonald Development Services Information will be provided in a future Friday report. Watts Provide a report to include the facts and what the City can and cannot legally require for 20 the underground parking that is proposed on the corner of Scripture and Normal. 06/24/19 McDonald/Banks/Estes Development Services/Environmen Information is provided in the June 28 Friday report. Armintor 21 Update on the Verizon pole attachment debt. 12/03/18 Puente/Morrow/Adams DME Information will be provided in a future Legal Status Report. Meltzer Staff Report on the City's relative economic impact as an employer in terms of the number of jobs the city of Denton contributes to our local economy, at each of the various pay and employment levels(broken down by pay level)versus other major employers in the area (the universities, Peterbilt, Tetrapak, Target, Walmart, etc.)and 221 recent and future 380 agreements like Buc-ees,the Convention Center, and Tyson. 106/04/191 Rogers Economic Development Information will be provided in a future Friday report. lArmintor 93 Other Council Requests for Information Request Request Date Staff Responsible Department Status Requested By Is there any interest from grocery companies in the Brookshire's property?Are there any 23 factors that are inhibiting new grocery stores from coming into that area? 06/22/19 Rogers Economic Development Information will be provided in a future Friday report. Meltzer T.an ication on property value increase patterns for the Oak Street property. Have there been similar trends with other properties or were there other factors at play specific to Staff is working with the Denton County Appraisal District to prepare 24 this property? 05/28/19 Puente/Gaines Finance a response. Information will be provided in a future Friday report. Briggs Staff report on City funds provided to outside entities including partnerships where real estate is provided (cash or in-kind), or funding for salaries is provided and the 25 requirements placed on those entities. 05/14/19 Gaines/Wood Finance/City Manager's Office Information will be provided in a future Friday report. Davis Staff report on turnover rates by department at all pay levels(part time,full time, an seasonal)including which department have the highest turnover rates and at what pay grades the turnover occurs, costs associated with turnover to the department, and 26 known reasons for turnover. 06/04/19 Romine Human Resources Information will be provided in a future Friday report. Armintor Is HR staff available to meet regarding a living wage policy for city staff and a paid family 27 leave policy? 06/18/19 Romine Human Resources Information will be provided in a future Friday report. Armintor 28 When will the new partial fence around the soccer field at North Lakes Park? 06/18/19 Packan Parks and Recreation Information will be provided in a future Friday report. Armintor 29 Cross-departmental strategy and budget to sunset use of Roundup citywide. 06/02/19 Packan Parks and Recreation, Utilities, StrE Information will be provided in a future Friday report. Briggs Request for meeting with Chief Dixon regarding legal caged entrapment of nuisance A meeting will be scheduled and information will be provided in a 30 wildlife vs. post-entrapment additional confinement and treatment of the caged animal 06/16/19 Dixon Police future Friday report. Armintor Information on several issues associated with women's safety in Denton: -Pedestrian lighting on Mulberry to Carroll due to recent sexual assaults in the area -Map of reported sexual assaults that have occurred in Denton over the past 5 years and an assessment of the pedestrian lighting needs in those areas -Staff report on adding DPD Victims'Services Counselors to follow-up with victims who have reported assaults and to serve as their primary liaison. Include information on ways to ensure diversity with Victims'Services Counselors and data on the number of sexual assaults reported over the past five years and associated staffing needs to Information will be provided in a future Friday report. Staff is 31 support any increases in activity. 05/28/19 Dixon/Estes Police(Primary)Capital Projects (A scheduled to meet on Monday, June 3 to prepare the response. Armintor Prepare a single document responding to the questions raised by City Council during the Staff is compiling the requested information and will include 32 June 3 Living Wage for City Contractors presentation. 06/03/19 Ogden Procurement responses in a future Friday report. Armintor Is staff available to meet with staff regarding issues with homeless near their downtown A meeting will be scheduled and information will be provided in a 33 properties 06/19/19 Kuechler/Dixon Public Affairs/Police future Friday report. Briggs 34 Staff update on Choctaw natural preservation project. 06/04/19 Kremer/Cox Public Works Information will be provided in a future Friday report. Davis 35 What are the plans to address the street condition on Mistywood? 06/20/19 Kremer Public Works Information will be provided in a future Friday report. Briggs 36 Update on the project on Hercules from Sherman and Stuart Road. 06/27/19 Kremer Public Works Information is provided in the June 28 Friday report. Briggs 37 Residents have reported several missed trash pick-ups on Thursday, June 27. 06/28/19 Boerner/Cox Solid Waste Information will be provided in a future Friday report. Briggs Is there an automated notification service available to notify residents about loss of water 38 when a water main break occurs? 06/15/19 Banks/Thomson Utilities Admin Information will be provided in a future Friday report. Briggs 94 July 2019 71:30 2 3 4 5 6 Luncheon Meeting o CouncilMeeting -2:30pmAgendaCommittee 11:00amDCRC pm Committee on the Environment Cancelled 5:3 0 p m Tra ffic Sa fe ty Commission 7 8 9 10 11 12 13 9:00am Public Utilities No Council Meeting II:00amEDP HOT&S9-11 Bo a rd 4:00 Public At Committee 14 15 16 17 18 19 20 11:30 am Council 9am Mobility 5:00pmP&Z Work Session Luncheon 2:00pro CC Work Session 6:30pmP&Z Regular Session 4:00pm HaBSCo Nbeting 6:30 pm CC Regular Se ssion 6:00pm Committee on 5:3 0p m BIC Persons with Disabilities 21 22 23 24 25 26 27 6:00pm Public Utilities 2:00 pm 4th Tuesday I 1:00am TIF Board(TIRZ#1) Bo a rd Session 28 29 30 31 4:00pm ZBA No Council Meeting 95 August 2019 1 2 3 4:00pm Public Art Committee 4 5 6 7 8 9 10 11:30 am Council 2:00 pm CC Work Session 5:00pm PH Work Session luncheon 6:30 pm CC Regular 6:30pm P&Z Regular Session 1:30pm Committee on the Se ssion Environment 5:3 0 p m Tra ffic Sa fe ty Commission 11 12 13 14 15 16 17 9:00a m Pub lic Utilities 9:00 a m Mob ility 11:00amEDP 4:00pm HaBSCo Meting Board Committee 2:00 pm 2nd Tuesday 5:00pm Committee on 5:30pm HLC Session Persons with Dis abihties 18 19 20 21 22 23 24 2:00 pm CC Work Session 5:00pm P&Z Work Session 6:30 pm CC Regular 6:30pmP&Z Regular Session Se ssion 25 26 27 28 29 30 31 6:00p m Pub lic Utilities 2:00 pm 4th Tuesday Bo a rd Session 4:00pm ZBA 96 September 2019 1 2 3 4 5 6 7 o Luncheon Meeting No Council Meeting S:OOpmPH Work Session 4:OOpm Public AtCornmittee 6:30pm P&Z Regular Session 5:3 0 p m Tra ffic Sa fe ty Commission 8 9 10 11 12 13 14 9:00a m Public Utilities 9:00 a m Mob ility 11:OOamEDP Board Committee 11:30 am Joint Meeting 2:00 pm CC Work Session w/EDP Board 6:30 pm CC Regular Sc ssion 15 16 17 18 19 20 21 30p m HLC 2:00 pm CC Work Session S:OOpmP&Z Work Session 4:OOpm HaBSCo Nketing 6:30 pm CC Regular 6:30pm P&Z Regular Session Se ssion S:OOpm Committee on Persons with Disabilities 22 23 24 25 26 27 28 6:00p m Pub lic Utilities 2:00 pm 4th Tuesday 11:00 TIF Board(TIRZ Bo a rd Session 29 30 4:00p m ZBA More Calendars from WinCalendar:Word Calendar,Excel Calendar,Online Calendar 97 Future Work Session Items 6/28/2019 Meeting Date Currently Slated Work Session Items 15-July Lunch Gas Well Setback and Distance Study Gas Well Notification Disclosure Requirements 2nd Preliminary Budget Discussion/ Departmental Pecan Creek Impacts of 2019 State Presentations including 16-Jul Broadband Charity Care Legislation Board of Ethics DIVE 2019 DDC Update and Denton Police Work Session Strategy Departmental Budget 23-Jul Status Department Overview ISession Presentations lAudit Work Plan 1-Aug (Occurs on a Thursday) Budget Workshop/2019 Recommendation from Bond Advisory Committee/Bond Funded Facilities 5-Aug Lunch Joint DISD/City Council Luncheon Economic Development Corridor Utility Street Cuts Tiny Home Plan/Reinvestment Pay-As-You-Go Outdoor Music Venues 6-Aug Audit(IA) Development Grant Program Overview and Noise Ordinance Procurement Audit 13-Aug Atmos Energy Update Rayzor Ranch PID (IA) P-Card Audit(IA) Chamber Contract Manufactured Home Signage and Design Credit Collections Financial Risk 20-Aug Standards Policy DCTA Update Mosley Road Landfill Disclosure Development Services Construction Code Inspection Program Council&Committee 27-Aug Certified Mailings Review Update Real Estate Policy Rules of Procedure 9-Sep Joint EDPB/City Council Luncheon Non-Profit Commercial Food Employee Ethics Development Fee 10-Sep Diversion(September) Policy Municipal Broadband City Hall West Grant Program Affordable Housing/ City Facility Naming Accounts Payable Housing Assistance Scooter Share Policy Audit(IA) Date TBD Accounts Payable Right of Way Police Overtime(IA) Audit(IA) Ordinance Follow-up Group Home Code Waste Reduction Sobering Centers Amendment Strategies Roadway Quality Purchasing Manual Mews Streets Audit(IA) Update Top priorities from Top Priorities from 3/4 Work Session 14/23 Work Session 98 _JAM ____. - Street Closures Report Week of July 1-7,2019 I O M I VG lr(�) TY For general inquiries and questions,please contact the Project Management Office at(940)349-8989 F DENTON The Construction Projects Report is updated weekly and reflects most City planned construction projects that impact traffic DEIN it for a minimum of 5 days.Construction projects not listed on this report may not meet this criteria,or are not a City of Denton managed improvement or construction project. Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction I Department Letters Communication Contact: Notes CURRENT PROJECTS See Yellow Hi hli hted for Ma or Closures Bell Ave. Intersection of McKinney 5128)19 7J5119 Intersection Improvements Engineering 2/22/19 Website&Letters (940)349-8910 (No Street Closure) Mayhill Project Bridge Website& Part of Mayhill Rd.Widening Blagg Rd. Mayhill Geesling 3/18/19 10/31/19 (Temporary Street Closure) Engineering Nextdoor (940)208-4318 Capital Project Notification Bonnie Brae St. Roselawn North of 7/1/17 10/1/19 Street Widening Engineering 6/14/18 (940)349-8910 Part of Bonnie Brae Ph. Vintage (No Street Closures) Capital Project Water Main Replacement Part of North South Water Nextdoor Bonnie Brae St. Highland Park Willowwood 5/13/19 7/19/19 North South Water Main Ph.II Engineering Website, (940)349-8910 Main Ph.II Capital Project Notification (Bonnie Brae from Roselawn (Temporary Street Closure) to 135E); Part of Bonnie Brae Ph.IV Roundabout Website,Nextdoor Capital Project(135E to Bonnie Brae St. Intersection of Scripture 6/13/19 8/31/19 Bonnie Brae Ph.IV Engineering 5/25/19 Notification (940)349-8910 Scripture);Overall (Intersection Closure) intersection completion is 11/13/19 Curb,Gutter,and Base Failure Repair Cordell St. Fulton Alice 7/1/19 8/2/19 (Temporary Lane Closure;Street will Streets 6/20/19 (940)349-7160 New Project open after 5 pm) Eagle Drainage Improvements Completion extended from Eagle Dr. Elm Carroll 1/31/19 7/9/19 (Temporary Street Closure) Engineering Website (940)268-9726 6/28/19;Part of Eagle Dr. Dainage Capital Project 99 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes Wastewater and Water Main Edgewood PI. Northwood Crestwood 5/9/19 7/16/19 Replacement Wastewater 5/2/19 (940)349-7300 Terrace (Temporary,Intermittent Road and Water Closure;Reopen at 6 pm each day) Street Reconstruction Egan St. Lovell Malone 6/17/19 9/20/19 (Full Street Closure,Reopen at 5 pm Streets 6/11/19 (940)349-7160 daily) Sidewalk Repair Glenn Falls Ln. Blue Sky Lane Cul de Sac 7/1/19 8/2/19 (Temporary Lane Closure,Street will Streets 6/21/19 (940)349-7160 New Project open after 5 m Water Main Replacement Part of Hercules Water Hercules Ln. Sherman Stuart 3/25/19 8/6/19 (Temporary Lane Closure) Water 3/4/19 (940)349-7167 Project Drainage and Street Improvements Wesbsite, Street Repairs to follow on Hickory St. Ave B Fry 6/12/19 8/3/19 (Street Closure) Streets 5/30/19 Nextdoor (940)349-7160 Hickroy from Fry to Carroll Notification Drainage and Street Improvements Wesbsite, Hickory St. Intersection of Fry 6/12/19 8/3/19 (Street Closure) Wastewater 5/30/19 Nextdoor (940)349-7300 Notification Highland St. Carroll ICCF 5/20/19 8/1/19 Highland Street Fence Parks Website (940)349-7464 (Intermittent Closures) Street Reconstruction Highview Cir. Forrest Ridge Forrest Ridge 6/10/19 10/28/19 (Full Street Closure,Reopen at 6 pm Streets 5/6/19 (940)349-7160 daily) Street and Drainage Improvements Part of Magnolia Drainage Hinkle Dr. US 380 Headlee 5/23/19 9/1/19 Magnolia Drainage Ph.II Engineering 11/13/18 (940)349-8910 Capital Project(Hinkle from (Street Closure) University to Windsor and Windsor from Hinkle to Elm) Street and Drainage Improvements Part of Magnolia Drainage Hinkle Rd. Headlee Windosr 7/3/19 9/1/19 Magnolia Drainage Ph.II Engineering Capital Project(Hinkle from (Street Closure) University to Windsor and Windsor from Hinkle to Elm) Water Main Replacement Part of Hercules Water Huntington Dr. Hercules Sun Valley 6/17/19 8/6/19 (Temporary Lane Closure) Water 3/24/19 (940)349-7167 Project 100 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes Water Main Replacement Johnson St. E.Collins E.Daugherty 5/29/19 7/15/19 (Temporary Street Closure,will open Water 5/6/10 (940)349-7167 at 6:00 pm daily) Street Resurfacing,Curb and Gutter Kendoph Ln. Underwood Willowwood 6/11/19 7/24/19 (Temporary Street Closure;will reopen Streets 5/6/19 Website,Nextdoor Notification (940)349-7160 at end of each day) Wastewater Main Replacement Kerley St. Duncan Shady Oaks 4/25/19 8/17/19 (Temporary Street Closure, will reopen Wastewater Website,Nextdoor Notification (940)349-7300 at end of each work day) Kings Row Yellowstone Sherman 5/6/19 7/14/19 Street Reconstruction Streets 12/7/18 (940)349-7160 Completion extended from (Temporary Lane Closure) 6/28/2019 Kings Row Yellowstone Stuart 5/29/19 7/14/19 Street Reconstruction Streets 4/9/19 Website,Nextdoor (940)349-7160 Completion accelerated from (Temporary Lane Closure) Notification 7/31/2019 Locust St. Collins Daugherty 6/13/19 7/13/19 Locust Substation Construction DIME (940)349-7669 (Temporary,Intermittent Closures) Mayhill Rd. US 380 Edwards 9/1/17 2/1/20 Street Widening Engineering 1/3/18, 1/24/18 Door Hangers (940)208-4318 Part of Mayhill Rd.Widening (Temporary Lane Closures) Capital Project Storm Drain Installation and E.McKinney St. Grissom S.Fork 3/11/19 12/1/19 Street Widening Engineering 3/7/19 (940)349-8910 Part of McKinney Rd. (Temporary,Intermittent Closures) Widening Capital Project Mills Rd. Mayhill Cunningham 6/3/19 8/1/19 Storm Drain Inlet and Repave Engineering 5/15/19 Website,Nextdoor (940)208-4318 Part of Mayhill Rd.Widening (Temporary Street Closure) Notification Capital Project Eagle Drainage Improvements Completion extended from Myrtle St. Eagle Maple 1/31/19 7/9/19 (Street Closure) Engineering 8/21/18 Contacted DCTA (940)349-8910 6/28/19;Part of Eagle Dr. Drainage Capital Project Wastewater and Water Main Replacement Wastewater Part of Northwood Terrace Cul de sac Edgewood Place 5/9/19 7/16/19 (Temporary,Intermittent Road and water 5/2/19 (940)349-7300 Northwood/Edgewood Closure;Reopen at 6 pm each day) Project 101 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes Sheraton Rd. Hercules 350 ft north 6/17/19 8/6/19 Water Main Replacement Water 3/24/19 (940)349-7167 Part of Hercules Water (Temporary Lane Closure) Project Sherman Dr. Monterey Stuart 5/7/19 7/12/19 Wastewater Main ReplacementWastewater Website (940)349-7167 (Temporary Lane Closure) Stuart Rd. Long Keystone 1/30/19 7/30/19 Street Reconstruction CM Nextdoor (940)231-9963 Completion extended from (Street Closure) Construction Notification 6/30/19 Sweetgum Dr. Daisy Lantana 6/24/19 8/5/19 Street Panel/Sidewalk Repair Streets 6/12/19 (940)349-7160 (Temporary Lane Closure) Timber Ridge Cir. Intersection of Fox Hollow 7/1/19 7/12/19 Valley Gutter Installation Streets 6/21/19 (940)349-7160 (Street Closure) 1200 ft west of 1200 ft east of Street Repair Part of Mayhill Rd.Widening University Dr.(US 380) 6/3/19 6/28/19 (Temporary,Intermittent Lane TxDOT Website (940)387-1414 Mayhill Mayhill Capital Project Closures) Street Widening Ft.Worth Dr. US 377 IH 35E 0.26 M south of 12 3 18 12 12 20 Public Meeting ( ) FM 1830 / / / / (Temporary Lane Closures during non- TxDOT 9/25/18 10/8 (940)387-1414 peak traffic) Atmos Utility Relocation Wainwright St. Sycamore Bell 6/24/19 7/24/19 (Temporary,Intermittent Street Atmos 6/20/19 Closure) Drainage Improvements New Project;Part of Pec 4 Wainwright St. Prairie Highland 7/1/19 8/1/19 Pec 4 Ph.I&II Engineering 6/20/19 (940)268-9726 Ph.I&II Capital Project (Street Closure) Yellowstone PI. Hercules 350 ft north 6/12/19 8/6/19 (Temporary Lane Closure)Water Main Replacement Water 3/24/19 (940)349-7167 Part of Hercules Water Project Sidewalk Repair Yellowstone PI. Kings Row Sun Valley 7/1/19 7/26/19 (Temporary Lane Closure;Reopen at 5 Streets (940)349-7160 New Project pm daily) 102 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes COMPLETED PROJECTS Acorn Bend Rd. Field Bend Cule de Sac 6/3/19 6/28/19 Street Panel and Sidewalk Repair Streets 5/14/19 (940)349-7160 New Completion (Temporary Lane Closures) Bonnie Brae St. University Linden 6/3/19 6/14/19 Private Development Engineering Website (940)349-8910 (Temporary Lane Closure) Daisy Dr. Boxwood Sweet Gum 4/29/19 6/19/19 Concrete Panel Repair Streets 4/15/19 (940)349-7160 (One Way Lane Closure) Dallas Dr. Intersection of Teasley 11/12/18 6/28/19 Turn Lane Upgrade Streets 11/5/18 (940)349-7160 (Temporary Lane Closure) Atmos Utility Relocations Community Forrestridge Dr. Highview Cr. Highview Cr. 5/20/19 6/4/19 Atmos (940)293-7039 (Westbound Lane Closure) Meeting Hann St. Locust Austin 5/6/19 6/4/19 Water Line Improvements PWI 4/11/19 (940)268-9726 (Street Closure) Heritage Tr. South of Linden 3/28/19 6/18/19 Turn Lane Installation PWI Website (940)268-9842 University (One lane both directions closed) Highview Ct. Highview Cr. Dead End 4/29/19 6/7/19 Street Reconstruction Streets 4/18/19 (940)349-7160 (Street Closure) Mercedes Rd. Oakwood Willowwood 5/15/19 6/12/19 Street Construction Streets 4/23/19 (940)349-7160 (Street Closure) Paco Tr. Ruddell Cul de sac 5/6/19 6/11/19 Sidewalk Repair Streets 4/26/19 (940)349-7167 (Lane Closure) Peak St. Greenlee Fannin 5/15/19 6/11/19 Street Construction Streets 4/23/19 (940)349-7160 (Street Closure) Pennsylvania Dr. Intersection of Hollyhill 5/28/18 6/19/19 Valley Gutter Installation Streets 5/15/19 (940)349-7160 (Temporary Lane Closures) Teal Dr. Poinsettia Cyrus 5/28/19 6/7/19 Sidewalk Repair Streets 5/14/19 (940)349-7160 (Temporary Lane Closure) 103 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes UPCOMING PROJECTS Bushey St. Morse Wilson 7/8/19 7/15/19 Street Improvements Streets (940)349-7160 (Temporary Street Closure) City of TxDOT Project-currently on FM 2181 Denton/Corinth Lillian Miller TBD TBD Street Widening TxDOT (940)-387-1414 hold City limits Greenwood Dr. Intersection of Robin Wood 7/8/19 7/19/19 Valley Gutter Installation Streets (940)349-7160 (Street Closure) Hickory Creek Rd. Teasley Riverpass TBD TBD Street Widening Engineering 11/26/18 (940)349-8910 (Temporary Lane Closures) 13SE northbound service 500 ft west of Wastewater Improvements Start date extended from road Bonnie Brae located 9/12/19 10/23/19 (Temporary Lane Closure) Wastewater (940)349-7300 7/17/19 Kirby Dr. San Felipe Memorial 7/15/19 8/16/19 Street Panel/Sidewalk Repair Streets (940)349-7160 (Temporary Lane Closure) Lipizzan Dr. Tennessee Rocky Mountain 7/8/19 8/2/19 Street Panel/Sidewalk Repair Streets (940)349-7160 (Temporary Lane Closure) Massey St. Hwy 377 200'West TBD TBD Street Boring TxDot Email Notifications (940)387-1414 (Street Closure) Water Main Replacement,Street Mistywood Ln. Woodhaven Jamestown 8/7/19 12/4/19 Repairs Water 12/17/18 (940)349-7167 Part of Mistywood Water Project (Intermittent Street Closure) Water Improvements Wastewater and Streets to Orr St. Bolivar Locust 7/16/19 8/12/19 (Temporay Lane Closure;Reopen at Water (940)349-7167 follow end of each day) Wastewater Improvements Orr St. Elm Locust 8/14/19 9/11/19 (Temporary Lane Closure;Reopen at Wastewater (940)349-7300 Streets to follow end of each day) 104 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes Parkway St. Carroll Denton 7/15/19 8/16/19 Sidewalk Repair Streets (940)349-7160 (Temporary Lane Closure) Drainage Improvements Part of Pec 4 Ph.I&II Capital Prairie St. Bell Locust TBD TBD Pec 4 Ph.I&II Engineering (940)268-9726 Project (Street Closure) Drainage and Roadway Construction Roselawn Dr. Bonnie Brae Kansas City Southern RR TBD TBD Bonnie Brae Phase 1 Engineering N/A (940)349-8910 (One Lane traffic control) Rockwood Ln. Royal Mistywood 10/28/19 TBD Street Repairs Streets 11/23/18 Door Hangers (940)349-7160 (Road Closure) Rockwood Ln. Royal Mistywood 8/7/19 12/4/19 Water Improvements Water (940)349-7167 Part of Mistywood Water (Temporary Lane Closure) Project Royal Ln. Royal Rockwood 10/28/19 TBD Street Reconstruction Streets 11/23/18 (940)349-7160 (Road Closure) Royal Ln. Mistywood Rockwood 8/7/19 12/4/19 Water Improvements Water (940)349-7167 Part of Mistywood Water (Temporary lane Closure) Project Wastewater Improvements Start dated accelerated from Sandy Creek Dr. Angelina Bend Angelina Bend 7/17/19 8/13/19 (Temporary Lane Closure, Will reopen Wastewater (940)349-7300 8/26/19 at 6 pm each day) Base Repairs Meet with business Crews will move here after Shady Oaks Dr. Teasley Woodrow TBD TBD (Temporary Lane Closure) owners Streets Electronic Signs (940)349-7160 work on Kerley St.is complete Smith St. Johnson Dallas 8/19/19 9/17/19 Wastewater ImprovementsWastewater (940)349-7300 (Temporary Lane Closure) Thomas St. Panhandle Oak TBD TBD Streets Construction Streets (940)349-7160 Part of 2019 Street Bundle Vintage Blvd. US 377 135W 10/1/19 10/1/21 Street Widening Engineering (940)349-8910 Bonnie Brae Phase 2 105 Date of Date of Other Department Updated Information/ Street/Intersection From To Construction Completion Brief Description of Construction Department Letters Communication Contact: Notes Wayne St. Boyd Mozingo 8/13/19 9/17/19 Water Improvements Water (940)349-7167 (Temporary Lane Closure) William St. Oak Hickory 7/15/19 8/12/19 Street Improvements Streets (940)349-7160 (Temporary Street Closure) 106