HomeMy WebLinkAbout062819 Friday Staff Report
City Manager’s Office
215 E. McKinney St., Denton, TX 76201 (940) 349-8307
OUR CORE VALUES
Integrity Fiscal Responsibility Transparency Outstanding Customer Service
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
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 Parking in 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.
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
I. 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 .....................................................11
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
OAK ST
MCKINNEY ST
HICKORY ST BELL ST6
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.
7
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@cityofdenton.com
###
Visit www.cityofdenton.com for more news and to stay updated.
10
Date: J une 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
umesh.dalal@cityofdenton.com
REQUESTOR: Board of Ethics
PARTICIPTAING DEPARTMENT: Internal Audit
STAFF TIME TO COMPLETE REPORT: 2.5 Hours
11
12
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:
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.Hensley@cityofdenton.com
REQUESTOR: Staff Initiated
PARTICIPTAING DEPARTMENTS: Facilities Management, Development Services,
Procurement & Compliance, and City Manager’s Office
STAFF TIME TO COMPLETE REPORT: 10 Hours
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
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, grave ls,
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 t he 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@cityofdenton.com
REQUESTOR: 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
20
ATTACHMENT 2
Geologic Cross Section of the Paluxy Aquifer for Decatur – Denton Corridor
Denton Decatur
21
ATTACHMENT 3
Paluxy Aquifer
Recharge Aquifer Zone
22
23
Geotechnical Engineering Report
Park Place
Denton, Texas
September 14, 2018
24
25
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
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
G18-2196
9.6 Pavement Joints and Cutting ....................................................................................... 21
9.7 Pavement Reinforcing Steel ......................................................................................... 22
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
SEISMIC CONSIDERATION ............................................................................................. 25
LIMITATIONS ..................................................................................................................... 25
APPENDIX A – BORING LOGS AND SUPPORTING DATA
APPENDIX B – GENERAL DESCRIPTION OF PROCEDURES
27
1
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.
28
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
2
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
29
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
3
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
30
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
4
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.
31
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
5
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
32
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
6
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.
33
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
7
Table 1. Subsurface Stratigraphy (Building Borings B1 through B9)
Boring No.
Approximate
Top of
Sandstone
Elevations
(MSL)
Approximate Top
of Fresh Gray
Shale Elevations
(MSL)
Approximate Top
of Fresh Gray
Limestone
Elevations (MSL)
Depth of
Boring
(ft.)
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
Grade Elevation (MSL)
Estimated Final Grade
Elevation (MSL)
Approx. Cut
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.
34
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
8
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 ½-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.
35
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
9
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
Range
Allowable Skin
Friction (psf)
Allowable End
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 (½) 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.
36
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
10
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 LPILE™ material parameters for each type of material. These
parameters were selected to conservatively approximate the subsurface
conditions across the site.
Table 4. Subsurface Material – LPILE™ Designations
Stratum Thickness
(ft)
Software Material
Designation
Unit Weight
(pcf)
CLAY, various shades of brown
(native and grade-raise fill) 4 - 20 Stiff Clay w/o Free
Water 115
SAND, various shades of brown 3.5 - 15 Sand 110
SANDSTONE, very weakly
cemented, gray 20 - 34 Weak Rock 125
SHALE, weathered, various
shades of brown and gray 3 – 22 Weak Rock 120
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
Designation
Friction Angle
(degrees)
Soil Modulus
(pci)
2 - 5 Sand 27 120
5 – 10+ Sand 33 110
37
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
11
Table 6. Recommended Geotechnical Lateral Load Parameters
Software
Material
Designation
Undrained
Cohesion
(psf)
Unconfined
Compressive
Strength – Rock (psi)
Modulus
(psi) RQD
Strain
Factor
ε50
Stiff Clay w/o
Free Water 1,000 NA NA NA 0.015
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 B1, B2, B4, B5, 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.
38
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
12
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.
39
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
13
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
40
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
14
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.
41
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
15
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.
42
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
16
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.
Figure 1: Lateral Earth Pressure
Table 7. Earth Pressure Recommendations
Earth
Pressure
Conditions
Coefficient for
Backfill Type
Drained
Equivalent
Fluid Density
(pcf)
Undrained
Equivalent
Fluid Density
(pcf)
Surcharge
Pressure
(psf)
Earth
Pressure
(psf)
At-Rest (Ko)
Free Draining
Aggregate -
0.44
55 NA (0.44)S (EFD)H
Select Fill Soil –
0.58 72 99 (0.58)S (EFD)H
Common Fill/
On-site Soil –
0.69
86 106 (0.69)S (EFD)H
Applicable conditions to Table 7 above include:
Uniform surcharge, where S is surcharge pressure
EFD is Equivalent Fluid Density (drained or undrained as appropriate)
43
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
17
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:
1V or flatter.
44
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
18
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
45
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
19
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
46
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
20
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
47
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
21
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
48
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
22
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.
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
49
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
23
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
50
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
24
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: 1V).
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
51
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
25
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.
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, S1 (g) 0.054
Site Coefficient for 0.2 sec Period, Fa 1.2
Site Coefficient for 1.0 sec Period, Fv 1.7
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.
52
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
26
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.
53
APPENDIX A - BORING LOGS AND SUPPORTING DATA
54
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.
DATE DRILLED
G1
August 9 to 15, 2018
PLAN OF BORINGS
PARK PLACE
B8
B2
B1
B3
B4B6
B7
B5
B9
55
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.
DATE DRILLED
G2
August 9 to 15, 2018
PLAN OF BORINGS
PARK PLACE
B8
B2
B1
B3
B4B6
B7
B5
B9
56
KEY TO SYMBOLS AND TERMS
CONSISTENCY: FINE GRAINED SOILS
CONDITION OF SOILS
SECONDARY COMPONENTS
WEATHERING OF ROCK MASS
TCP (#blows/ft)
< 8
8 - 20
20 - 60
60 - 100
> 100
Relative Density (%)
0 - 15
15 - 35
35 - 65
65 - 85
85 - 100
SPT (# blows/ft)
0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
> 30
UCS (tsf)
< 0.25
0.25 - 0.5
0.5 - 1.0
1.0 - 2.0
2.0 - 4.0
> 4.0
CONSISTENCY OF SOILSLITHOLOGIC SYMBOLS
CONDITION: COARSE GRAINED SOILS
QUANTITY DESCRIPTORS
RELATIVE HARDNESS OF ROCK MASS
SPT (# blows/ft)
0 - 4
5 - 10
11 - 30
31 - 50
> 50
Description
No visible sign of weathering
Penetrative weathering on open discontinuity surfaces,
but only slight weathering of rock material
Weathering extends throughout rock mass, but the rock
material is not friable
Weathering extends throughout rock mass, and the rock
material is partly friable
Rock is wholly decomposed and in a friable condition but
the rock texture and structure are preserved
A soil material with the original texture, structure, and
mineralogy of the rock completely destroyed
Designation
Fresh
Slightly weathered
Moderately weathered
Highly weathered
Completely weathered
Residual Soil
Description
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.
Can be gouged or grooved readily with knife or pick point.
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.
Can be grooved or gouged 1/4" deep by firm pressure on
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.
Can be scratched with knife or pick. Gouges or grooves 1/4"
deep can be excavated by hard blow of the point of a pick.
Hand specimens can be detached by a moderate blow.
Can be scratched with knife or pick only with difficulty.
Hard blow of hammer required to detach a hand specimen.
Cannot be scratched with knife or sharp pick. Breaking of hand
specimens requires several hard blows from a hammer or pick.
Trace
Few
Little
Some
With
Designation
Very Soft
Soft
Medium Hard
Moderately Hard
Hard
Very Hard
< 5% of sample
5% to 10%
10% to 25%
25% to 35%
> 35%
Condition
Very Loose
Loose
Medium Dense
Dense
Very Dense
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
HardARTIFICIALAsphalt
Aggregate Base
Concrete
Fill
SOILROCKLimestone
Mudstone
Shale
Sandstone
Weathered Limestone
Weathered Shale
Weathered Sandstone
CH: High Plasticity Clay
CL: Low Plasticity Clay
GP: Poorly-graded Gravel
GW: Well-graded Gravel
SC: Clayey Sand
SP: Poorly-graded Sand
SW: Well-graded Sand
57
!
"
!
#$%&'()$%*++$,-)
,-)'.$/'',01/' %2
,-)'.$/'',01/' %2
3
"
!
#$%&'%-%2/(%4)++$,-)
56/-7#$%&'%-%2
/(%4)++$,-)
8%2#$%&'()$%*++$,-)
,-)'.$/'',01/' %2
,-)'.$/'',01/' %2
!
" 9
9
" 9
9
58
0.233
21
14
16
19
5
1.0
4.5+
4.5+
4.5+
4.5+
3.0
1.5
28
20
58
705.7 ft
702.0 ft
691.0 ft
672.0 ft
99.217.4
12.7
15.1
19.2
20.2
0.3 ft
4.0 ft
15.0 ft
34.0 ft
CONCRETE; 4 inches
LEAN CLAY (CL); medium stiff to
very stiff; brown, light brown; trace to
few sand
-estimated cut depth 2 feet
SILTY CLAYEY SAND (SC-SM);
medium dense to very dense; brown,
yellow brown, gray
SANDSTONE; very weakly to weakly
cemented; very soft to soft; yellowish
brown, gray; trace to few very thin
shale seams
AU
S
S
T
S
T
S
T
S
S
T
S
T
NR
T
B
T
B
T
B
2,6
17,22
50=5.75"
47
25,40
50=6.0",46
50=1.5"
50=0.5"
50=3.0"
50=0.75"
50=5.5"
50=0.25"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B1
PAGE 1 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Charles Ray Stephens (D&S)
START DATE: 8/14/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/14/2018
GROUND ELEVATION: Approx. 706 feet
GPS COORDINATES: N33.218569, W97.147888
PROJECT NUMBER: G18-2196
59
655.7 ft
50.3 ft
SHALE; fresh; soft to medium hard;
dark gray
End of boring at 50.3'
Notes:
-seepage at 23 feet during drilling
T
B
T
B
T
B
T
50=0.5"
50=0.25"
50=2.75"
50=1.75"
50=2.5"
50=1.5"
50=2.75"
50=0.5"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B1
PAGE 2 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Charles Ray Stephens (D&S)
START DATE: 8/14/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/14/2018
GROUND ELEVATION: Approx. 706 feet
GPS COORDINATES: N33.218569, W97.147888
PROJECT NUMBER: G18-2196
60
0.3NP NP NP
4.5+
3.0 30
58
61
701.5 ft
698.0 ft
689.0 ft
679.0 ft
117.55.7
7.1
7.9
14.8
0.5 ft
4.0 ft
13.0 ft
23.0 ft
ASPHALT; 6 inches
SILTY SAND (SM); medium dense to
very dense; brown, yellowish brown
SANDY LEAN CLAY (CL); very stiff;
brown, reddish brown
-estimated cut depth 12 feet
SANDSTONE; very weakly
cemented; very soft to soft; yellowish
brown, gray; few very thin shale
seams
SHALE; fresh; soft to medium hard;
dark gray; few very thin limestone
seams
AU
S
S
T
B
T
B
T
B
N
T
N
T
N
T
N
T
N
T
B
50=3.5"
50=2.0"
34,46
50=4.25"
50=4.25"
8,18,18
20,31
18,34,48
22,50=5.25"
18,20,38
50=2.75"
50=1.0"
28,50=4.0"
50=3.75"
50=1.0"
22,50=5.25"
50=4.75"
50=0.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B2
PAGE 1 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Daniel Earl (D&S)
START DATE: 8/16/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/16/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.218016, W97.147931
PROJECT NUMBER: G18-2196
61
659.0 ft
641.7 ft
43.0 ft
60.3 ft
SHALE; fresh; soft to medium hard;
dark gray; few very thin limestone
seams
LIMESTONE; fresh; moderately hard
to hard; gray; few thin shale seams
End of boring at 60.3'
Notes:
-seepage at 26 feet during drilling
T
B
T
B
T
B
T
B
T
B
T
50=3.75"
50=0.0"
50=5.0"
50=2.25"
50=2.0"
50=0.0"
50=5.0"
50=1.0"
50=2.0"
50=0.5"
50=1.0"
50=1.75"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B2
PAGE 2 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Daniel Earl (D&S)
START DATE: 8/16/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/16/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.218016, W97.147931
PROJECT NUMBER: G18-2196
62
0.7
0.0
30
40
22
23
16
17
14
17
14
23
8
6
2.75
3.0
3.5
4.5+
3.25
4.5+
4.5+
4.5+
61
48
701.7 ft
701.0 ft
692.0 ft
687.0 ft
682.0 ft
679.0 ft
120.1
109.2
138.4 26.7
7.7
17.1
10.0
12.9
14.1
13.2
6.7
0.3 ft
1.0 ft
10.0 ft
15.0 ft
20.0 ft
23.0 ft
ASPHALT; 4 inches
FILL: LEAN CLAY (CL); stiff; brown,
gray; few aggregate fragments and
sand
SANDY LEAN CLAY (CL); stiff to
very stiff; brown, trace calcareous
nodules and iron oxide stains
CLAYEY SAND (SC); very dense;
brown, gray; trace iron oxide stains
-estimated cut depth 12 feet
SANDSTONE; very weakly
cemented; very soft to soft; yellowish
brown, gray; trace very thin shale
seams
SHALE; moderately weathered; soft;
yellow brown, gray; fissile
SHALE; fresh; soft to medium hard;
gray, dark gray; fissile; calcareous
89
89
95
95
92
92
AU
S
S
T
S
T
S
T
S
S
T
S
T
S
T
C
T
C
T
C
5,4
19,20
19,20
50=5.75"
50=3.5"
50=3.5"
50=0.5"
50=1.75"
50=0.75"
18,20
50=2.5"
50=0.125"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B3
PAGE 1 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/16/2018 DRILL METHOD: HSA/Core
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/16/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.218329, W97.148248
PROJECT NUMBER: G18-2196
63
642.0 ft
120.1
125.2
133.3
127.0
136.6
14.6
27.8
26.1
23.7
52.0
14.0
12.9
9.4
11.6
6.7
60.0 ft
SHALE; fresh; soft to medium hard;
gray, dark gray; fissile; calcareous
LIMESTONE; fresh; moderately hard
to hard; gray; few very thin shale
seams
80
80
100
100
87
87
100
100
100
100
90
90
100
100
T
C
T
C
C
C
C
C
C
50=1.0"
50=0.0"
50=1.25"
50=0.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B3
PAGE 2 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/16/2018 DRILL METHOD: HSA/Core
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/16/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.218329, W97.148248
PROJECT NUMBER: G18-2196
64
631.9 ft 70.1 ftEnd of boring at 70.1'
Notes:
-dry prior to introduction of water at 20
feet for coring purposes
T 50=0.75"
50=0.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
70
75
80
85
90
95
100
105
Atterberg Limits
Clay
(%)
B3
PAGE 3 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/16/2018 DRILL METHOD: HSA/Core
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/16/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.218329, W97.148248
PROJECT NUMBER: G18-2196
65
0.8
60
28
25
28
22
16
16
13
38
12
9
15
2.5
2.75
3.75
4.0
2.5
65
57
48
702.7 ft
700.0 ft
693.0 ft
689.0 ft
683.0 ft
680.0 ft
670.0 ft
107.6
27.0
25.7
14.7
12.7
13.9
19.0
17.5
0.3 ft
3.0 ft
10.0 ft
14.0 ft
20.0 ft
23.0 ft
33.0 ft
ASPHALT; 4 inches
FAT CLAY (CH); stiff; brown, olive
brown, yellow; little iron oxide
concretions and ferrous nodules
SANDY LEAN CLAY (CL); stiff to
very stiff; brown, light brown, gray;
little iron oxide nodules
CLAYEY SAND (SC); loose to
dense; brown, gray; trace iron oxide
nodules; fine grained sand
-estimated cut depth 12 feet
SANDSTONE; very weakly
cemented; very soft to soft; gray; trace
very thin shale seams
SHALE; highly to completely
weathered; very soft; yellow brown,
gray; slightly fissile
SHALE; moderately weathered; soft;
gray, dark gray
SHALE; fresh; soft to medium hard;
gray, dark gray
AU
S
S
T
S
T
S
T
S
N
T
T
N
B
T
B
T
B
T
B
8,13
34,24
11,50=5.5"
13,17,24
7,12
50=5.75"
50=1.25"
50=6.0"
28,14
50=1.0"
50=0.75"
50=2.25"
50=1.25"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B4
PAGE 1 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Charles Ray Stephens (D&S)
START DATE: 8/10/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/10/2018
GROUND ELEVATION: Approx. 703 feet
GPS COORDINATES: N33.218577, W97.148558
PROJECT NUMBER: G18-2196
66
647.9 ft
55.1 ft
SHALE; fresh; soft to medium hard;
gray, dark gray
End of boring at 55.1'
Notes:
-seepage at 15 feet during drilling
T
B
T
B
T
B
T
B
T
50=2.75"
50=3.5"
50=4.0"
50=3.25"
50=1.25"
50=0.5"
50=1.0"
50=0.75"
50=0.75"
50=0.5"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B4
PAGE 2 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Charles Ray Stephens (D&S)
START DATE: 8/10/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/10/2018
GROUND ELEVATION: Approx. 703 feet
GPS COORDINATES: N33.218577, W97.148558
PROJECT NUMBER: G18-2196
67
0.1
26
32
15
12
11
20
2.0
2.5
4.5
4.5+
4.5+
4.5+
1.0
3.0
69
63
701.3 ft
701.0 ft
687.0 ft
682.0 ft
679.0 ft
107.9
121.4 12.1
17.4
15.5
14.7
17.2
13.5
34.9
13.9
0.7 ft
1.0 ft
15.0 ft
20.0 ft
23.0 ft
ASPHALT; 8 inches
FILL: CLAYEY SAND (SC); loose;
yellowish brown, gray
SANDY LEAN CLAY (CL); stiff to
very stiff; yellowish brown, red, gray;
trace calcareous nodules and iron
oxide stains
-estimated cut depth 12 feet
SANDSTONE; very weakly
cemented; very soft to soft; yellowish
brown, gray; trace very thin shale
seams
SHALE; moderately weathered; soft;
gray, dark gray
SHALE; fresh; medium hard; gray,
dark gray; fissile; calcareous
82
82
84
84
AU
S
S
T
S
T
S
T
S
S
T
S
T
S
T
T
C
C
3,5
12,16
17,18
15,10
50=6.0"
50=6.0"
50=6.0"
50=2.0"
50=1.0"
50=0.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B5
PAGE 1 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/17/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/17/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.217927, W97.148377
PROJECT NUMBER: G18-2196
68
657.0 ft
133.5
127.0
143.3
18.5
26.5
70.6
10.4
12.0
5.9
45.0 ft
SHALE; fresh; medium hard; gray,
dark gray; fissile; calcareous
LIMESTONE; fresh; moderately hard
to hard; gray, dark gray; few to some
very thin shale seams
78
78
96
96
100
100
94
94
100
100
100
100
100
100
C
C
C
C
C
C
C
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B5
PAGE 2 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/17/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/17/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.217927, W97.148377
PROJECT NUMBER: G18-2196
69
631.9 ft 70.1 ftEnd of boring at 70.1'
Notes:
-seepage at 14 feet during drilling
-introduction of water at 25 feet for
coring purposes
T 50=0.75"
50=0.125"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
70
75
80
85
90
95
100
105
Atterberg Limits
Clay
(%)
B5
PAGE 3 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/17/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/17/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.217927, W97.148377
PROJECT NUMBER: G18-2196
70
0.0
0.0
33
29
44
16
16
16
17
13
28
2.0
4.5+
4.5+
4.5+
4.5
4.0
4.5+
4.5+
53
60
700.0 ft
681.0 ft
670.0 ft
105.6
118.0
105.1
121.2
115.7
4.8
5.5
14.5
22.5
16.6
15.1
14.2
13.4
13.3
12.8
15.2
1.0 ft
20.0 ft
31.0 ft
FILL: LEAN CLAY (CL); stiff; brown,
gray; few aggregate fragments; trace
sand
SANDY LEAN CLAY (CL); very stiff;
brown, trace calcareous nodules and
iron oxide stains
-estimated cut depth 12 feet
SHALE; moderately to highly
weathered; very soft; yellow brown,
gray; slightly fissile
SHALE; fresh; medium hard; gray,
dark gray; fissile; calcereous
93
93
58
58
80
80
S
S
S
T
S
T
S
T
S
S
T
S
T
B
T
C
T
C
T
C
6,7
9,9
11,6
12,14
10,11
50=3.0"
50=0.5"
36,40
15,18
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B6
PAGE 1 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/10/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/10/2018
GROUND ELEVATION: Approx. 701 feet
GPS COORDINATES: N33.218573, W97.148965
PROJECT NUMBER: G18-2196
71
661.0 ft
641.0 ft
131.3
136.1
54.2
67.1
10.4
8.1
40.0 ft
60.0 ft
SHALE; fresh; medium hard; gray,
dark gray; fissile; calcereous
LIMESTONE; fresh; moderately hard
to hard; gray
End of boring at 60.0'
Notes:
-dry prior to introduction of water at 20
feet for coring purposes
78
78
100
100
87
87
92
92
100
100
T
C
T
C
T
C
T
C
T
C
T
50=2.0"
50=1.5"
50=0.13"
50=0.0"
50=1.0"
50=0.0"
50=0.5"
50=0.0"
50=3.25"
50=0.0"
50=0.0"
50=0.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B6
PAGE 2 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/10/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/10/2018
GROUND ELEVATION: Approx. 701 feet
GPS COORDINATES: N33.218573, W97.148965
PROJECT NUMBER: G18-2196
72
0.0
0.9
29
29
44
17
15
20
12
14
24
4.5+
2.5
2.0
2.5
4.5
2.5
4.5+
4.5+
699.7 ft
698.0 ft
680.0 ft
667.0 ft
121.9
116.8
17.4
14.6
18.8
15.5
13.3
11.7
0.3 ft
2.0 ft
20.0 ft
33.0 ft
ASPHALT 4 inches
FILL: LEAN CLAY WITH SAND (CL);
stiff to very stiff; dark brown; trace to
little aggegate fragments
LEAN CLAY (CL); stiff to very stiff;
brown, reddish brown, gray; trace to
little ferrous nodules
-estimated cut depth 12 feet
SHALE; highly to completely
weathered; very soft; yellowish brown,
light gray
SHALE; slightly to moderately
weathered; very soft; olive green,
yellowish brown; fissile
S
S
S
T
S
T
S
T
S
T
S
T
S
T
B
T
T
B
4,4
5,5
7,6
7,11
10,6
30,50=2.75"
30,50=3.75"
20,25
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B7
PAGE 1 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Charles Ray Stephens (D&S)
START DATE: 8/20/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/20/2018
GROUND ELEVATION: Approx. 700 feet
GPS COORDINATES: N33.218227, W97.148968
PROJECT NUMBER: G18-2196
73
664.0 ft
645.0 ft
639.8 ft
36.0 ft
55.0 ft
60.2 ft
SHALE; fresh; soft to medium hard;
dark gray, gray; with frequent very thin
limestone seams
LIMESSTONE; fresh; moderately
hard; gray, dark gray; with frequent
very thin shale seams
End of boring at 60.2'
Notes:
-dry during drilling
-dry upon completion
T
B
T
B
T
B
T
B
T
B
T
40,41
50=4.0"
50=1.5"
50=4.0"
50=1.5"
50=3.25"
50=0.5"
50=3.0"
50=1.0"
50=1.25"
50=1.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B7
PAGE 2 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Charles Ray Stephens (D&S)
START DATE: 8/20/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/20/2018
GROUND ELEVATION: Approx. 700 feet
GPS COORDINATES: N33.218227, W97.148968
PROJECT NUMBER: G18-2196
74
1.2
0.3
30
62
62
13
27
28
17
35
34
2.0
3.5
4.5+
4.5+
4.5+
4.0
4.0
4.5+
52
13
689.0 ft
683.0 ft
676.0 ft
671.0 ft
112.0
109.3
113.0
104.2
6.5
1.1
15.4
13.9
9.3
8.9
13.2
18.9
20.1
19.1
5.3
7.0 ft
13.0 ft
20.0 ft
25.0 ft
SANDY LEAN CLAY (CL); stiff to
very stiff; brown, yellowish brown, light
gray
CLAYEY SAND (SC); medium dense
to dense; gray, yellowish brown
SHALE; highly to completely
weathered; very soft; gray, yellowish
brown
SHALE; moderately to highly
weathered; very soft to medium hard;
gray, yellowish brown; trace
calcareous nodules
-estimated cut depth 24 feet
SHALE; slightly weathered; very soft
to soft; gray, dark gray
96
96
98
98
S
S
S
T
S
T
S
T
S
S
T
B
T
S
T
C
C
18,24
22,25
23,30
37,42
17,40
50=4.0"
50=3.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B8
PAGE 1 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/20/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/20/2018
GROUND ELEVATION: Approx. 696 feet
GPS COORDINATES: N33.217783, W97.149044
PROJECT NUMBER: G18-2196
75
661.0 ft
651.0 ft
117.4
129.2
135.6
18.9
15.4
37.6
18.1
15.8
10.7
10.0
35.0 ft
45.0 ft
SHALE; fresh; gray, dark gray;
calcareous; fossileferrous; fissile
LIMESTONE; fresh; hard; gray, dark
gray; few very thin shale seams
98
98
100
100
100
100
100
100
100
100
100
100
100
100
C
C
C
C
C
C
C
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B8
PAGE 2 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/20/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/20/2018
GROUND ELEVATION: Approx. 696 feet
GPS COORDINATES: N33.217783, W97.149044
PROJECT NUMBER: G18-2196
76
626.0 ft 70.0 ftEnd of boring at 70.1'
Notes:
-seepage at 14 feet during drilling
-introduction of water at 25 feet for
coring purposes
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
70
75
80
85
90
95
100
105
Atterberg Limits
Clay
(%)
B8
PAGE 3 OF 3
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/20/2018 DRILL METHOD: HSA/Core
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/20/2018
GROUND ELEVATION: Approx. 696 feet
GPS COORDINATES: N33.217783, W97.149044
PROJECT NUMBER: G18-2196
77
2.0
5.3
31
26
48
13
16
16
18
10
32
4.5+
4.5+
4.5+
4.5+
4.5+
2.0
4.5+
4.5+
47
41
28
72
684.0 ft
678.0 ft
674.0 ft
669.0 ft
118.9
124.0 8.5
5.6
10.5
7.9
7.0
7.3
11.6
12.8
14.0 ft
20.0 ft
24.0 ft
29.0 ft
CLAYEY SAND (SC); dense to very
dense; yellowish brown, gray; trace
iron oxide nodules
LEAN CLAY WITH SAND (CL); very
stiff; brown, gray, red; trace to few
calcareous nodules; iron oxide stains
and charcoal fragments
SHALE; moderately to highly
weathered; soft; yellow brown, gray;
slightly fissile
-estimated cut depth 21 feet
SHALE; slightly weathered; medium
hard; gray, dark gray; fissile
SHALE; fresh; medium hard; dark
gray; with frequent very thin limestone
seams
S
S
S
T
S
T
S
T
S
S
T
T
N
S
T
B
T
T
B
35,41
49,50=5.0"
50=5.0"
50=4.0"
50=6.0"
50=2.5"
34,42
18,17,15
50=4.75"
36
50=2.0"
50=0.5"
50=3.5"
50=2.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay
(%)
B9
PAGE 1 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/21/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/21/2018
GROUND ELEVATION: Approx. 698 feet
GPS COORDINATES: N33.217791, W97.148687
PROJECT NUMBER: G18-2196
78
637.8 ft
60.2 ft
SHALE; fresh; medium hard; dark
gray; with frequent very thin limestone
seams
End of boring at 60.2'
Notes:
-seepage at 14 feet during drilling
-water at 14 feet upon completion
T
B
T
B
T
B
T
B
T
B
T
50=4.0"
50=2.0"
50=3.25"
50=2.25"
50=1.25"
50=0.5"
50=1.0"
50=0.5"
50=1.0"
50=0.25"
50=1.0"
50=1.0"
Swell
(%)LL
(%)
PL
(%)PI
Total
Suction
(pF)
Hand
Pen. (tsf)
or
SPT
or
TCP
Passing
#200
Sieve
(%)
BORING LOG
Graphic
Log
DUW
(pcf)
Unconf.
Compr.
Str (ksf)
Depth
(ft)
35
40
45
50
55
60
65
70
Atterberg Limits
Clay
(%)
B9
PAGE 2 OF 2
MC
(%)
Legend:
S-Shelby Tube
N-Standard Penetration
T-Texas Cone Penetration
C-Core
B-Bag Sample
- Water Encountered
REC
(%)
RQD
(%)
Sample
Type
Hand
Pen. (tsf)
or
SPT
or
TCP
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Kevin Kavadas (D&S)
START DATE: 8/21/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Mohammad Faysal (D&S)
FINISH DATE: 8/21/2018
GROUND ELEVATION: Approx. 698 feet
GPS COORDINATES: N33.217791, W97.148687
PROJECT NUMBER: G18-2196
79
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110
fine
SAND SILT OR CLAY
ASTM D1140
100 140 200
U.S. SIEVE NUMBERS HYDROMETER
PERCENT FINER BY WEIGHTGRAIN SIZE IN MILLIMETERS
D50
CLAYEY SAND (SC);
CLIENT: Park7 Group
LOCATION: Denton, TexasPROJECT: Park Place
DRILLED BY: Daniel Earl (D&S)
START DATE: 8/16/2018 DRILL METHOD: Hollow Stem Flight Auger
LOGGED BY: Sandip Adhikari (D&S)
FINISH DATE: 8/16/2018
GROUND ELEVATION: Approx. 702 feet
GPS COORDINATES: N33.218016, W97.147931
PROJECT NUMBER: G18-2196
80
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
Boring
Number
Depth
feet Vertical Swell, %Final Moisture
Content, %
Initial Moisture
Content, %
Applied Pressure,
psf
SWELL TEST RESULTS
CLIENT: Park7 GroupPROJECT: Park Place
PROJECT NUMBER: G18-2196 LOCATION: Denton, Texas
81
0
20
40
60
80
100
120
0 1 2 3 4
117.3
Axial Strain %Shear Stress (psi) 49.5 psi confinement
18.1
UNCONSOLIDATED-UNDRAINED TRIAXIAL TEST
ASTM D2850
Borehole Depth
MC%
Description
Major Principal Stress (psi)Minor Principal Stress (psi)
68.3
Deviator Stress (psi)
117.7
SHALE; fresh; gray, dark gray36.0B8
49.5
PROJECT: Park Place
LOCATION: Denton, TexasCLIENT: Park7 Group
PROJECT NUMBER: G18-2196
0
10
20
30
40
50
60
0 20 40 60 80 100 120
C u
,deg
34.1 psi
0
Major Principal Stress (psi)Total Normal Stress (psi)
82
Client:D&S Engineering Labs
Project Name:Park Place
Project Location: Denton, TX
GTX #:
Test Date:
Tested By:md
Checked By:njh
Boring ID:
Sample ID:
Depth, ft:
Visual Description:
Test No.:
Initial Diameter, in:
Initial Height, in:
Initial Mass, grams:
Initial Dry Density, pcf:
Initial Moisture Content, %:
Initial Bulk Density, pcf:
Initial Degree of Saturation:
Initial Void Ratio:
Final Dry Density, pcf:
Final Moisture Content, %:
Final Bulk Density, pcf:
Normal Stress, psf:
Maximum Shear Stress, psf:
Shear Rate, in/min:
Sample Type:
Estimated Specific Gravity:
Liquid Limit:
Plastic Limit:
Plasticity Index:
% Passing #200 sieve:
Soil Classification:
Group Symbol:
Notes:
Moisture content obtained before shear from sample trimmings
Moisture Content determined by ASTM D2216
"---" indicates testing required to determine these values was not requested.
Extruded from tube, cut, trimmed and placed into apparatus at the as-received density and moisture content
08/28/18
B8
---
6-7
Sandy Lean Clay (CL); brown, yellowish brown, light gray
1.0
115.4
Direct Shear Test of Soils Under Consolidated Drained Conditions
by ASTM D3080
intact
1.0
0.0004 0.0004
720 1440
308690
---
DS-5 DS-6
2.5
158 165
109.1
12.3 11.2
122.5
2.5
128.3
110.0 118.7
142.5
20.1
65.760.8
0.54 0.46
---
22.9
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.
---
---
---
---
2.70
1070
135.1
663
0
1000
2000
3000
4000
5000
Stress, psfNormal Stress, psf
0
1000
2000
3000
4000
5000
0.0 0.1 0.2 0.3 0.4 0.5Shear Stress, psfHorizontal Deformation, in
720 1440 #DIV/0!
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0.0 0.1 0.2 0.3 0.4 0.5Vertical Deformation, inHorizontal Deformation, in
720 1440 #DIV/0!
Cohesion = 526 psf
Friction Angle = 29.5o
83
Client:D&S Engineering Labs
Project Name:Park Place
Project Location: Denton, TX
GTX #:
Test Date:
Tested By:md
Checked By:njh
Boring ID:
Sample ID:
Depth, ft:
Visual Description:
Test No.:
Initial Diameter, in:
Initial Height, in:
Initial Mass, grams:
Initial Dry Density, pcf:
Initial Moisture Content, %:
Initial Bulk Density, pcf:
Initial Degree of Saturation:
Initial Void Ratio:
Final Dry Density, pcf:
Final Moisture Content, %:
Final Bulk Density, pcf:
Normal Stress, psf:
Maximum Shear Stress, psf:
Shear Rate, in/min:
Sample Type:
Estimated Specific Gravity:
Liquid Limit:
Plastic Limit:
Plasticity Index:
% Passing #200 sieve:
Soil Classification:
Group Symbol:
Notes:
Moisture content obtained before shear from sample trimmings
Moisture Content determined by ASTM D2216
"---" indicates testing required to determine these values was not requested.
---
34.0
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.
---
---
---
---
2.70
1190 2100
121.2
1080
4560
114.2 118.0
90.4 89.2
122.5
100.0
37.4 29.8
90.8 81.891.2
0.87 0.94 0.76
129.8
308690
---
DS-1 DS-2 DS-3
2.5
150 147 152
90.4 96.0
29.2 31.8
116.8
2.5
Extruded from tube, cut, trimmed and placed into apparatus at the as-received density and moisture content
22.9
08/28/18
B8
---
19-20
Shale; gray, yellowish brown
2.5
1.0 1.0
86.7
Direct Shear Test of Soils Under Consolidated Drained Conditions
by ASTM D3080
intact
1.0
0.0003 0.0003 0.0003
1440 2280
0
1000
2000
3000
4000
5000
Stress, psfNormal Stress, psf
0
1000
2000
3000
4000
5000
0.0 0.1 0.2 0.3 0.4 0.5Shear Stress, psfHorizontal Deformation, in
1440 2280 4560
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0.035
0.040
0.045
0.0 0.1 0.2 0.3 0.4 0.5Vertical Deformation, inHorizontal Deformation, in
1440 2280 4560
Cohesion = 513 psf
Friction Angle = 18.9o
84
APPENDIX B - GENERAL DESCRIPTION OF PROCEDURES
85
D&S ENGINEERING LABS, LLC Park Place Denton
Denton, Texas
G18-2196
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
G18-2196
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
G18-2196
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
89
90
Council Meeting Requests for Information RequestRequest Date Staff Responsible DepartmentStatusRequested By1ISR on requirements to survey property owners adjacent to the PEC-4 project regarding their willingness to allow use of right-of-way easements for bicycle and pedestrian paths?02/26/19 Estes Capital ProjectsInformation will be provided in a future Friday report.Meltzer2Staff Report on additional costs for bringing the Hickory Creek widening project to six lanes.05/06/19 Deshmukh Capital ProjectsInformation is provided in the June 28 Friday report.Ryan3Document the current state of properties that will be upgraded and altered through the PEC 4 Drainage Improvements Project for historical records.05/21/19 Estes Capital ProjectsInformation will be provided in a future Friday report.Davis4Information on what can be done to address the appearance that City projects start and then stall once the land is cleared or initial work is done.06/18/19 Estes Capital ProjectsInformation will be provided in a future Friday report.Meltzer5 Rules for relocation and financial assistance during property acquisition.06/18/19 Cody Capital ProjectsInformation will be provided in a future Friday report.Briggs6What land will be left after the Bonnie Brae project and what are the plans for that left over land?06/18/19 Estes Capital ProjectsInformation will be provided in a future Friday report.Hudspeth7Information on sidewalks near MKOC and the feasibility of adding a DCTA stop at the facility.05/21/19 Estes/Canizares Capital Projects/City Manager's OffiInformation regarding DCTA access was provided in the June 14 Friday report. Information regarding sidewalks will be provided in a future Friday report.Armintor8Design and purchase a "slow-kids at play" sign with the City logo that could be made available to residents for placement in their yards.05/21/19 Estes/Kuechler Capital Projects/Public AffairsInformation will be provided in a future Friday report.Hudspeth9Work Session on options to enhance City's partnership with DCTA under the new governance structure.05/21/19 Canizares City Manager's OfficeA work session has been scheduled for August 6.Davis10Resolution from City Council to ask the County to wait on their redistricting until the 2020 Census05/21/19 WoodCity Manager's OfficeThis will be prioritized with other requests during the July 23 Strategy Session.Armintor11Discussion on addressing elected officials referencing emails in an open forum without providing copies of the emails referenced as back-up material for the record.06/18/19 WoodCity Manager's OfficeInformation will be provided in a future Friday report.Hudspeth12Work Session on comprehensive process for low-income housing strategy that includes housing bonds, density bonuses, grants for low income rentals, land swaps and other tactics to maximize the availability of affordable housing.03/20/19 Kuechler/Shaw Community DevelopmentThis process will be discussed during a future work session.Meltzer13Can CDBG allocations be required to be located in specific areas around the City? How many lots/homes is Habitat for Humanity planning to purchase and build?05/07/19 Kuechler/ShawCommunity DevelopmentInformation will be provided in a future Friday report.Hudspeth14Information on ways to incentivize the inclusion of Habitat for Humanity homes to new developments.05/21/19 Kuechler/ShawCommunity DevelopmentInformation will be provided in a future Friday report.Briggs15 Report on candidate properties for a Basic Services Center? Consider Ruddell property06/18/19 Kuechler/ShawCommunity DevelopmentInformation will be provided in a future Friday report.Meltzer16Work session on basic services center, include an update on the shelter workgroup and discuss 501(c)3 status, history, and ability to deliver.06/18/19 Kuechler/ShawCommunity DevelopmentInformation will be provided in a future Friday report.Watts17Provide an update on land available for a tiny house village and if it could be collocated on property for a Basic Services Center.06/18/19 Kuechler/ShawCommunity DevelopmentInformation will be provided in a future Friday report.Hudspeth/Davis18Information on the policy options for a development fee waiver or City administered grant program for non-profit agencies.06/04/19 Kuechler/Shaw/McDonald Community Development/DevelopmInformation will be provided in a future Friday report.Briggs/Armintor/Davis19 How much of Customer Services' bad debt is a result of late fees and penalties?06/04/19 Thomson/FosterCustomer ServiceA work session is planned for August 20 where this information will be discussed.Briggs20Work 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 to handling of account deposits and balances on transfers of service.06/04/19 Thomson/Foster Customer ServiceA work session is planned for August 20 where this information will be discussed.Briggs21Impact of potential fee increase to average residential and commercial accounts to recoup previous revenue received from online and phone payment fees.06/04/19 Thomson/Foster Customer ServiceInformation will be provided in a future Friday report.Briggs22Landlord incentives provided by the City for reduced taxes for those making units available for transitional housing.05/21/19 McDonald Development ServicesInformation will be provided in a future Friday report.Briggs23 Information on how industrial sites could be added to noise ordinance.05/21/19 McDonaldDevelopment ServicesInformation will be provided in a future Friday report.Briggs24ISR on Rayzor Ranch Town Center change of ownership, information on the land overlays and the process to amend overlays, and information related to the incentives.04/03/19 McDonald/RogersEconomic Development/DevelopmeInformation will be provided in a future Friday report.Watts25Information on the number of part-time City of Denton employees making less than $10 per hour.06/03/19 Romine Human ResourcesInformation will be provided in a future Friday report.Briggs26Work session on incentive policies or employment policies to address City of Denton employees living in the City limits.06/04/19 Romine Human ResourcesInformation will be provided in a future Friday report.Briggs27Staff report on the City's use of artificial turf and the viability of using it in parks and sports fields.05/07/19 Packan/Behrens Parks and RecreationInformation will be provided in a future Friday report.Armintor28 Staff report on what it would take to support miracle league baseball.05/21/19 PackanParks and RecreationInformation will be provided in a future Friday report.Meltzer91
Council Meeting Requests for Information RequestRequest Date Staff Responsible DepartmentStatusRequested By29Information on the ability to add plots or tree banking on abandoned ROW at Oakwood Cemetery.05/21/19 Packan Parks and RecreationInformation will be provided in a future Friday report.Meltzer30Comparison of cost for the City to conduct mowing in-house compared to contracting locally for this service.06/03/19 Packan Parks and RecreationInformation will be provided in a future Friday report.Armintor31Information on the number of police officer positions that are needed by the city and our plan address any gaps.04/03/19 Dixon PoliceInformation is provided in the June 28 Friday report.Briggs32 Information on steps required to establish a County-wide crime lab.06/04/19 Dixon/Gaines Police/FinanceInformation will be provided in a future Friday report.Ryan33Options to incentivize current City contractors to pay a living wage and projections on associated cost increases incurred by the City.06/03/19 Ogden ProcurementInformation will be provided in a future Friday report.Hudspeth34Revise contractor evaluation criteria to require that bidders provide a list of employee salaries as a part of their submissions.06/03/19 Ogden ProcurementInformation will be provided in a future Friday report.Briggs/Davis35Budget impact to make minimum starting pay for all City employees (full 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 $15 per hour.06/03/19 Ogden/Romine Procurement/Human ResourcesInformation will be provided in a future Friday report.Armintor/Ryan36 Information on the addition of a City position to support all non-profit agencies.04/09/19 Kuechler/RogersPublic Affairs/Community DevelopmInformation will be provided in a future Friday report.Hudspeth37Information on use of CDBG or other funding to install sidewalks along Ruddell to support Solutions of North Texas project.06/04/19 Kremer Public WorksInformation will be provided in a future Friday report.Armintor/Briggs38Staff report on ways to reduce recycling contamination rates, including alternative bin designs and what cities with low contamination rates have done to educate the public.05/21/19 Boerner/Cox Solid WasteInformation will be provided in a future Friday report.Armintor/Meltzer39Fully value solid waste wholesale taking into consideration the cost of service and loss of landfill space. What would be required for stabilization of the fund? What would the impact be on the landfill permit expansion?06/11/19 Boerner Solid WasteInformation will be provided in a future Friday report.Meltzer40Information on a more comprehensive waste reduction strategy to manage landfill space.06/11/19 Boerner Solid WasteInformation will be provided in a future Friday report.Davis41 Information on potential use of plastic from the City's waste stream for recycled carpet.06/11/19 BoernerSolid WasteInformation is provided in the June 28 Friday report.Hudspeth42Information on the amount of energy used at City water and waste water facilities and the feasibility of adding solar panels to reduce energy costs.06/04/19 Banks/PuenteWater/Wastewater/DMEInformation will be provided in a future Friday report.Briggs92
Other Council Requests for InformationRequestRequest Date Staff Responsible DepartmentStatusRequested By1Prepare a list of contractors who were found to have done faulty compaction work leading to street failures.04/02/19 EstesCapital ProjectsInformation will be provided in a future Friday report.Meltzer2Information on strategies to alleviate congestion on Locust and Elm particularly in light of staff's recommendation not to re-open Taliaferro Street.06/03/19 EstesCapital ProjectsInformation will be provided in a future Friday report.Briggs3Follow-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 the water is clean enough to serve as a TCA-certified wildlife habitat.06/11/19 EstesCapital ProjectsInformation will be provided in a future Friday report.Armintor/Briggs4The public parking at Oakland and McKinney needs handicapped parking near the Oakland-McKinney corner accessible to the new McKinney crosswalk.06/12/19 Deshmukh/Oliphant Capital ProjectsInformation will be provided in a future Friday report.Watts5Provide data collected used to describe the two year warranties for roadways.06/15/19 EstesCapital ProjectsInformation will be provided in a future Friday report.Meltzer6Can temporary ADA parking be added around the courthouse for the July 27 ADA Rally?06/18/19 Oliphant/Deshmukh Capital ProjectsInformation is provided in the June 28 Friday report.Armintor7Assess traffic patterns and signage for the construction near Ave C and Hickory06/19/19 EstesCapital ProjectsInformation will be provided in a future Friday report.Ryan8Assess whether a stop sign or yield sign is supported in the Villages of Carmel06/19/19 DeshmukhCapital ProjectsInformation will be provided in a future Friday report.Hudspeth9Provide information on the operational impact associated with the train, church hours on Sundays, staff recommendations for access/exits, and a potential community meeting to discuss traffic impacts with the community.06/26/19 DeshmukhCapital ProjectsInformation will be provided in a future Friday report.Hudspeth10Evaluate on-street parking along Duchess Drive in the Longhorn Cove development and look into the fence that is in disrepair.06/14/19 Estes/Deshmukh/Hedges Capital Projects/CISInformation is provided in the June 28 Friday report.Hudspeth11How many additional parking spaces will the removal of dumpsters via the valet trash and recycling pilot program fee up along Industrial? Could those new parking spaces warrant additional ADA parking along the square?06/18/19 Oliphant/Deshmukh/BoernerCapital Projects/Solid WasteInformation is provided in the June 28 Friday report.Armintor12Please 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 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 Information will be included in the July 15 work session and a separate Legal Status Report.Watts13Specifics regarding the previously stated State pre-emption concerns for gas wells. Need more specific information on who is grandfathered in and why.05/14/19 Leal/BanksCity Attorney's Office/UtilitiesInformation will be provided during the July 15 Luncheon. A separate Legal Status Report will also be distributed related to this issue.Davis14Workshop on the potentially altering current City requirements for elected officials to serve on community board such as the Economic Development Partnership Board.06/18/19 Wood/Rios City Secretary's OfficeThis will be prioritized with other requests during the July 23 Strategy Session.Hudspeth15Which organizations listed on the dashboard our housing are housing individuals each month? This will help Council understand where grants are needed most.04/16/19 Kuechler Community DevelopmentInformation is provided in the June 28 Friday report.Briggs16Provide an outline of past two years homeless initiatives and include items that will be discussed during this budget cycle06/20/19 Kuechler/Shaw Community DevelopmentInformation will be provided in a future Friday report.Briggs17How much does it cost taxpayers for someone to stay one night in jail and how does that compare to the daily rate for the Monsignor King enhanced shelter?05/19/19 Kuechler/DixonCommunity Development/PoliceInformation will be provided in a future Friday report.Briggs18Provide logistical and operational details of how the following may apply in Denton: Grand Prairie’s rate structure, income based discounts, senior programs and discounts, Veteran’s deposit waivers. Can DHA’s voucher list be used to determine needs?06/04/19 Thomson/FosterCustomer ServiceInformation will be provided in a future Friday report.Armintor19Does the zoning on US 377 next to Smokehouse allow for the new proposed business?06/16/19 McDonaldDevelopment ServicesInformation will be provided in a future Friday report.Watts20Provide a report to include the facts and what the City can and cannot legally require for the underground parking that is proposed on the corner of Scripture and Normal.06/24/19 McDonald/Banks/Estes Development Services/EnvironmentInformation is provided in the June 28 Friday report.Armintor21Update on the Verizon pole attachment debt.12/03/18 Puente/Morrow/Adams DMEInformation will be provided in a future Legal Status Report.Meltzer22Staff 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 recent and future 380 agreements like Buc-ees, the Convention Center, and Tyson.06/04/19 Rogers Economic DevelopmentInformation will be provided in a future Friday report.Armintor93
Other Council Requests for InformationRequestRequest Date Staff Responsible DepartmentStatusRequested By23Is there any interest from grocery companies in the Brookshire's property? Are there any factors that are inhibiting new grocery stores from coming into that area?06/22/19 RogersEconomic DevelopmentInformation will be provided in a future Friday report.Meltzer24Clarification 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 this property?05/28/19 Puente/GainesFinanceStaff is working with the Denton County Appraisal District to prepare a response. Information will be provided in a future Friday report.Briggs25Staff 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 requirements placed on those entities.05/14/19 Gaines/WoodFinance/City Manager's OfficeInformation will be provided in a future Friday report.Davis26Staff report on turnover rates by department at all pay levels (part time, full time, and 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 known reasons for turnover.06/04/19 RomineHuman ResourcesInformation will be provided in a future Friday report.Armintor27Is HR staff available to meet regarding a living wage policy for city staff and a paid family leave policy?06/18/19 RomineHuman ResourcesInformation will be provided in a future Friday report.Armintor28When will the new partial fence around the soccer field at North Lakes Park?06/18/19 PackanParks and RecreationInformation will be provided in a future Friday report.Armintor29Cross-departmental strategy and budget to sunset use of Roundup citywide.06/02/19 PackanParks and Recreation, Utilities, StreInformation will be provided in a future Friday report.Briggs30Request for meeting with Chief Dixon regarding legal caged entrapment of nuisance wildlife vs. post-entrapment additional confinement and treatment of the caged animal06/16/19 DixonPoliceA meeting will be scheduled and information will be provided in a future Friday report.Armintor31Information 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 support any increases in activity.05/28/19 Dixon/Estes Police (Primary)Capital Projects (AsInformation will be provided in a future Friday report. Staff is scheduled to meet on Monday, June 3 to prepare the response.Armintor32Prepare a single document responding to the questions raised by City Council during the June 3 Living Wage for City Contractors presentation.06/03/19 OgdenProcurementStaff is compiling the requested information and will include responses in a future Friday report.Armintor33Is staff available to meet with staff regarding issues with homeless near their downtown properties06/19/19 Kuechler/DixonPublic Affairs/PoliceA meeting will be scheduled and information will be provided in a future Friday report.Briggs34Staff update on Choctaw natural preservation project.06/04/19 Kremer/CoxPublic WorksInformation will be provided in a future Friday report.Davis35What are the plans to address the street condition on Mistywood?06/20/19 KremerPublic WorksInformation will be provided in a future Friday report.Briggs36Update on the project on Hercules from Sherman and Stuart Road.06/27/19 KremerPublic WorksInformation is provided in the June 28 Friday report.Briggs37Residents have reported several missed trash pick-ups on Thursday, June 27.06/28/19 Boerner/CoxSolid WasteInformation will be provided in a future Friday report.Briggs38Is there an automated notification service available to notify residents about loss of water when a water main break occurs?06/15/19 Banks/ThomsonUtilities AdminInformation will be provided in a future Friday report.Briggs94
July 2019 Sun Mon Tue Wed Thu Fri Sat 1 No Luncheon Meeting 1:30pm Committee on the Environment Cancelled 5:30 pm Traffic Safety Commission 2 No Council Meeting 3 NO - 2:30pm Agenda Committee 4 5 11:00 am DCRC 6 7 8 9:00am Public Utilities Board 9 No Council Meeting 10 11:00am EDP 11 HOT & S 9-11 4:00 Public Art Committee 12 13 14 15 11:30 am Council Luncheon 5:30pm HLC 16 9am Mobility 2:00 pm CC Work Session 6:30 pm CC Regular Session 17 5:00pm P&Z Work Session 6:30pm P&Z Regular Session 18 4:00pm HaBSCo Meeting 6:00pm Committee on Persons with Disabilities 19 20 21 22 6:00pm Public Utilities Board 23 2:00 pm 4th Tuesday Session 24 11:00am TIF Board (TIRZ # 1) 25 26 27 28 29 4:00pm ZBA 30 No Council Meeting 31 95
August 2019 Sun Mon Tue Wed Thu Fri Sat 1 4:00pm Public Art Committee 2 3 4 5 11:30 am Council Luncheon 1:30pm Committee on the Environment 5:30 pm Traffic Safety Commission 6 2:00 pm CC Work Session 6:30 pm CC Regular Session 7 5:00pm P&Z Work Session 6:30pm P&Z Regular Session 8 9 10 11 12 9:00am Public Utilities Board 5:30pm HLC 13 9:00 am Mobility Committee 2:00 pm 2nd Tuesday Session 14 11:00am EDP 15 4:00pm HaBSCo Meeting 5:00pm Committee on Persons with Disabilities 16 17 18 19 20 2:00 pm CC Work Session 6:30 pm CC Regular Session 21 5:00pm P&Z Work Session 6:30pm P&Z Regular Session 22 23 24 25 26 6:00pm Public Utilities Board 4:00pm ZBA 27 2:00 pm 4th Tuesday Session 28 29 30 31 96
September 2019 Sun Mon Tue Wed Thu Fri Sat 1 2 No Luncheon Meeting 5:30 pm Traffic Safety Commission 3 No Council Meeting 4 5:00pm P&Z Work Session 6:30pm P&Z Regular Session 5 4:00pm Public Art Committee 6 7 8 9 9:00am Public Utilities Board 11:30 am Joint Meeting w/EDP Board 10 9:00 am Mobility Committee 2:00 pm CC Work Session 6:30 pm CC Regular Session 11 11:00am EDP 12 13 14 15 16 5:30pm HLC 17 2:00 pm CC Work Session 6:30 pm CC Regular Session 18 5:00pm P&Z Work Session 6:30pm P&Z Regular Session 19 4:00pm HaBSCo Meeting 5:00pm Committee on Persons with Disabilities 20 21 22 23 6:00pm Public Utilities Board 24 2:00 pm 4th Tuesday Session 25 11:00 TIF Board (TIRZ 26 27 28 29 30 4:00pm ZBA More Calendars from WinCalendar: Word Calendar, Excel Calendar, Online Calendar 97
Future Work Session Items 6/28/2019
Meeting Date
15‐July Lunch
16‐Jul
Pecan Creek
Broadband Charity Care
Impacts of 2019 State
Legislation Board of Ethics
2nd Preliminary Budget
Discussion/
Departmental
Presentations including
DME
23‐Jul
2019 DDC Update and
Status
Denton Police
Department Overview
Work Session Strategy
Session
Departmental Budget
Presentations Audit Work Plan
1‐Aug
(Occurs on a
Thursday)
5‐Aug Lunch
6‐Aug
Utility Street Cuts
Audit (IA)
Tiny Home
Development
Economic
Development Corridor
Plan/Reinvestment
Grant
Pay‐As‐You‐Go
Program Overview
Outdoor Music Venues
and Noise Ordinance
13‐Aug Atmos Energy Update Rayzor Ranch PID
Procurement Audit
(IA) P‐Card Audit (IA) Chamber Contract
20‐Aug
Signage and Design
Standards
Credit Collections
Policy DCTA Update Mosley Road Landfill
Manufactured Home
Financial Risk
Disclosure
27‐Aug
Development Services
Certified Mailings
Construction Code
Review
Inspection Program
Update Real Estate Policy
Council & Committee
Rules of Procedure
9‐Sep
10‐Sep
Commercial Food
Diversion (September)
Employee Ethics
Policy Municipal Broadband City Hall West
Non‐Profit
Development Fee
Grant Program
Affordable Housing/
Housing Assistance Scooter Share
City Facility Naming
Policy
Accounts Payable
Audit (IA)
Police Overtime (IA)
Accounts Payable
Audit (IA)
Right of Way
Ordinance Follow‐up
Sobering Centers
Group Home Code
Amendment
Waste Reduction
Strategies
Mews Streets
Roadway Quality
Audit (IA)
Purchasing Manual
Update
Top priorities from
3/4 Work Session
Top Priorities from
4/23 Work Session
Currently Slated Work Session Items
Date TBD
Gas Well Setback and Distance Study Gas Well Notification Disclosure Requirements
Budget Workshop/2019 Recommendation from Bond Advisory Committee/Bond Funded Facilities
Joint DISD/City Council Luncheon
Joint EDPB/City Council Luncheon
98
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Bell Ave.Intersection of McKinney5/28/19 7/5/19Intersection Improvements (No Street Closure)Engineering 2/22/19Website & Letters(940) 349‐8910Blagg Rd.Mayhill Geesling3/18/19 10/31/19Mayhill Project Bridge (Temporary Street Closure)EngineeringWebsite & Nextdoor Notification(940) 208‐4318Part of Mayhill Rd. Widening Capital ProjectBonnie Brae St.RoselawnNorth of Vintage7/1/17 10/1/19Street Widening (No Street Closures)Engineering 6/14/18(940) 349‐8910Part of Bonnie Brae Ph. I Capital ProjectBonnie Brae St.Highland Park Willowwood5/13/19 7/19/19Water Main Replacement North South Water Main Ph. II (Temporary Street Closure)EngineeringWebsite, Nextdoor Notification(940) 349‐8910Part of North South Water Main Ph. II Capital Project (Bonnie Brae from Roselawn to I35E);Bonnie Brae St.Intersection of Scripture6/13/19 8/31/19Roundabout Bonnie Brae Ph. IV (Intersection Closure)Engineering 5/25/19Website, Nextdoor Notification(940) 349‐8910Part of Bonnie Brae Ph. IV Capital Project (I35E to Scripture); Overall intersection completion is 11/13/19Cordell St.Fulton Alice7/1/19 8/2/19Curb, Gutter, and Base Failure Repair (Temporary Lane Closure; Street will open after 5 pm)Streets6/20/19(940) 349‐7160 New ProjectEagle Dr.ElmCarroll1/31/19 7/9/19Eagle Drainage Improvements (Temporary Street Closure)EngineeringWebsite(940) 268‐9726Completion extended from 6/28/19; Part of Eagle Dr. Dainage Capital Project Street Closures Report Week of July 1‐7, 2019 CURRENT PROJECTSSee Yellow Highlighted for Major ClosuresCURRENT PROJECTSSee Yellow Highlighted for Major ClosuresFor general inquiries and questions, please contact the Project Management Office at (940) 349‐8989The Construction Projects Report is updated weekly and reflects most City planned construction projects that impact traffic for a minimum of 5 days. Construction projects not listed on this report may not meet this criteria, or are not a City of Dentonmanaged improvement or construction project.99
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Edgewood Pl.Northwood TerraceCrestwood5/9/19 7/16/19Wastewater and Water Main Replacement (Temporary, Intermittent Road Closure; Reopen at 6 pm each day)Wastewater and Water5/2/19(940) 349‐7300Egan St.Lovell Malone6/17/19 9/20/19Street Reconstruction (Full Street Closure; Reopen at 5 pm daily)Streets 6/11/19(940) 349‐7160Glenn Falls Ln.Blue Sky Lane Cul de Sac7/1/19 8/2/19Sidewalk Repair (Temporary Lane Closure, Street will open after 5 pm)Streets 6/21/19(940) 349‐7160 New ProjectHercules Ln.Sherman Stuart3/25/19 8/6/19Water Main Replacement (Temporary Lane Closure)Water3/4/19(940) 349‐7167Part of Hercules Water ProjectHickory St.Ave BFry6/12/19 8/3/19Drainage and Street Improvements (Street Closure)Streets 5/30/19Wesbsite, Nextdoor Notification(940) 349‐7160Street Repairs to follow on Hickroy from Fry to CarrollHickory St.Intersection of Fry6/12/19 8/3/19Drainage and Street Improvements (Street Closure)Wastewater 5/30/19Wesbsite, Nextdoor Notification(940) 349‐7300Highland St.Carroll IOOF5/20/19 8/1/19Highland Street Fence (Intermittent Closures)ParksWebsite(940) 349‐7464Highview Cir.Forrest Ridge Forrest Ridge6/10/19 10/28/19Street Reconstruction (Full Street Closure; Reopen at 6 pm daily)Streets 5/6/19(940) 349‐7160Hinkle Dr.US 380 Headlee5/23/19 9/1/19Street and Drainage Improvements Magnolia Drainage Ph. II (Street Closure)Engineering 11/13/18(940) 349‐8910Part of Magnolia Drainage Capital Project (Hinkle from University to Windsor and Windsor from Hinkle to Elm)Hinkle Rd.Headlee Windosr7/3/19 9/1/19Street and Drainage Improvements Magnolia Drainage Ph. II (Street Closure)EngineeringPart of Magnolia Drainage Capital Project (Hinkle from University to Windsor and Windsor from Hinkle to Elm)Huntington Dr.Hercules Sun Valley6/17/19 8/6/19Water Main Replacement (Temporary Lane Closure)Water3/24/19(940) 349‐7167Part of Hercules Water Project100
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Johnson St.E. Collins E. Daugherty5/29/19 7/15/19Water Main Replacement (Temporary Street Closure; will open at 6:00 pm daily)Water5/6/10(940) 349‐7167Kendoph Ln.Underwood Willowwood6/11/19 7/24/19Street Resurfacing, Curb and Gutter (Temporary Street Closure; will reopen at end of each day)Streets 5/6/19Website, Nextdoor Notification(940) 349‐7160Kerley St.Duncan Shady Oaks4/25/19 8/17/19Wastewater Main Replacement (Temporary Street Closure, will reopen at end of each work day)WastewaterWebsite, Nextdoor Notification(940) 349‐7300Kings RowYellowstone Sherman5/6/19 7/14/19Street Reconstruction (Temporary Lane Closure)Streets12/7/18(940) 349‐7160Completion extended from 6/28/2019Kings RowYellowstone Stuart5/29/19 7/14/19Street Reconstruction (Temporary Lane Closure)Streets 4/9/19Website, Nextdoor Notification(940) 349‐7160Completion accelerated from 7/31/2019Locust St.Collins Daugherty6/13/19 7/13/19Locust Substation Construction (Temporary, Intermittent Closures)DME(940) 349‐7669Mayhill Rd.US 380 Edwards9/1/17 2/1/20Street Widening (Temporary Lane Closures)Engineering 1/3/18, 1/24/18Door Hangers(940) 208‐4318Part of Mayhill Rd. Widening Capital ProjectE. McKinney St.Grissom S. Fork3/11/19 12/1/19Storm Drain Installation and Street Widening (Temporary, Intermittent Closures)Engineering 3/7/19(940) 349‐8910Part of McKinney Rd. Widening Capital ProjectMills Rd.Mayhill Cunningham6/3/19 8/1/19Storm Drain Inlet and Repave (Temporary Street Closure)Engineering 5/15/19Website , Nextdoor Notification(940) 208‐4318Part of Mayhill Rd. Widening Capital ProjectMyrtle St.Eagle Maple1/31/19 7/9/19Eagle Drainage Improvements (Street Closure)Engineering 8/21/18Contacted DCTA(940) 349‐8910Completion extended from 6/28/19; Part of Eagle Dr. Drainage Capital ProjectNorthwood TerraceCul de sac Edgewood Place5/9/19 7/16/19Wastewater and Water Main Replacement (Temporary, Intermittent Road Closure; Reopen at 6 pm each day)Wastewater and water5/2/19(940) 349‐7300Part of Northwood/Edgewood Project101
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Sheraton Rd.Hercules 350 ft north6/17/19 8/6/19Water Main Replacement (Temporary Lane Closure)Water3/24/19(940) 349‐7167Part of Hercules Water ProjectSherman Dr.Monterey Stuart5/7/19 7/12/19Wastewater Main Replacement (Temporary Lane Closure)WastewaterWebsite(940) 349‐7167Stuart Rd.Long Keystone1/30/19 7/30/19Street Reconstruction (Street Closure)CM ConstructionNextdoor Notification(940) 231‐9963Completion extended from 6/30/19Sweetgum Dr.Daisy Lantana6/24/19 8/5/19Street Panel/Sidewalk Repair (Temporary Lane Closure)Streets6/12/19(940) 349‐7160Timber Ridge Cir.Intersection of Fox Hollow7/1/19 7/12/19Valley Gutter Installation (Street Closure)Streets 6/21/19(940) 349‐7160University Dr. (US 380)1200 ft west of Mayhill1200 ft east of Mayhill6/3/19 6/28/19Street Repair (Temporary, Intermittent Lane Closures)TxDOTWebsite(940) 387‐1414Part of Mayhill Rd. Widening Capital ProjectFt. Worth Dr. (US 377)IH 35E0.26 mi south of FM 183012/3/18 12/12/20Street Widening (Temporary Lane Closures during non‐peak traffic)TxDOT9/25/18Public Meeting 10/8(940) 387‐1414Wainwright St.Sycamore Bell6/24/19 7/24/19Atmos Utility Relocation (Temporary, Intermittent Street Closure)Atmos 6/20/19Wainwright St.Prairie Highland7/1/19 8/1/19Drainage Improvements Pec 4 Ph. I & II (Street Closure)Engineering 6/20/19(940) 268‐9726New Project; Part of Pec 4 Ph. I & II Capital ProjectYellowstone Pl.Hercules 350 ft north6/12/19 8/6/19Water Main Replacement (Temporary Lane Closure)Water3/24/19(940) 349‐7167Part of Hercules Water ProjectYellowstone Pl.Kings Row Sun Valley7/1/19 7/26/19Sidewalk Repair (Temporary Lane Closure; Reopen at 5 pm daily)Streets(940) 349‐7160 New Project102
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Acorn Bend Rd.Field Bend Cule de Sac6/3/19 6/28/19Street Panel and Sidewalk Repair (Temporary Lane Closures)Streets 5/14/19(940) 349‐7160 New CompletionBonnie Brae St.University Linden6/3/19 6/14/19Private Development (Temporary Lane Closure)EngineeringWebsite(940) 349‐8910Daisy Dr.Boxwood Sweet Gum4/29/19 6/19/19Concrete Panel Repair (One Way Lane Closure)Streets 4/15/19(940) 349‐7160Dallas Dr.Intersection of Teasley11/12/18 6/28/19Turn Lane Upgrade (Temporary Lane Closure)Streets 11/5/18(940) 349‐7160Forrestridge Dr.Highview Cr. Highview Cr.5/20/19 6/4/19Atmos Utility Relocations (Westbound Lane Closure)AtmosCommunity Meeting(940) 293‐7039Hann St.Locust Austin5/6/19 6/4/19Water Line Improvements (Street Closure)PWI4/11/19(940) 268‐9726Heritage Tr.South of UniversityLinden3/28/19 6/18/19Turn Lane Installation (One lane both directions closed)PWIWebsite(940) 268‐9842Highview Ct.Highview Cr. Dead End4/29/19 6/7/19Street Reconstruction (Street Closure)Streets 4/18/19(940) 349‐7160Mercedes Rd.Oakwood Willowwood5/15/19 6/12/19Street Construction (Street Closure)Streets 4/23/19(940) 349‐7160Paco Tr.Ruddell Cul de sac5/6/19 6/11/19Sidewalk Repair (Lane Closure)Streets 4/26/19(940) 349‐7167Peak St.Greenlee Fannin5/15/19 6/11/19Street Construction (Street Closure)Streets 4/23/19(940) 349‐7160Pennsylvania Dr.Intersection of Hollyhill5/28/18 6/19/19Valley Gutter Installation (Temporary Lane Closures)Streets 5/15/19(940) 349‐7160Teal Dr.Poinsettia Cyrus5/28/19 6/7/19Sidewalk Repair (Temporary Lane Closure)Streets5/14/19(940) 349‐7160COMPLETED PROJECTS103
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Bushey St.Morse Wilson7/8/19 7/15/19Street Improvements (Temporary Street Closure)Streets(940) 349‐7160FM 2181City of Denton/Corinth City limitsLillian MillerTBDTBDStreet WideningTxDOT(940)‐387‐1414TxDOT Project ‐ currently on holdGreenwood Dr.Intersection of Robin Wood7/8/19 7/19/19Valley Gutter Installation (Street Closure)Streets(940) 349‐7160Hickory Creek Rd.Teasley RiverpassTBDTBDStreet Widening (Temporary Lane Closures)Engineering 11/26/18(940) 349‐8910I35E northbound service roadlocated500 ft west of Bonnie Brae9/12/19 10/23/19Wastewater Improvements (Temporary Lane Closure)Wastewater(940) 349‐7300Start date extended from 7/17/19Kirby Dr.San Felipe Memorial7/15/19 8/16/19Street Panel/Sidewalk Repair (Temporary Lane Closure)Streets(940) 349‐7160Lipizzan Dr.Tennessee Rocky Mountain7/8/19 8/2/19Street Panel/Sidewalk Repair (Temporary Lane Closure)Streets(940) 349‐7160Massey St.Hwy 377 200' WestTBDTBDStreet Boring (Street Closure)TxDotEmail Notifications(940) 387‐1414Mistywood Ln.Woodhaven Jamestown8/7/19 12/4/19Water Main Replacement, Street Repairs (Intermittent Street Closure)Water 12/17/18(940) 349‐7167Part of Mistywood Water ProjectOrr St.Bolivar Locust7/16/19 8/12/19Water Improvements (Temporay Lane Closure; Reopen at end of each day)Water(940) 349‐7167Wastewater and Streets to followOrr St.ElmLocust8/14/19 9/11/19Wastewater Improvements (Temporary Lane Closure; Reopen at end of each day)Wastewater(940) 349‐7300 Streets to followUPCOMING PROJECTS104
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Parkway St.Carroll Denton7/15/19 8/16/19Sidewalk Repair (Temporary Lane Closure)Streets(940) 349‐7160Prairie St.BellLocustTBDTBDDrainage Improvements Pec 4 Ph. I & II (Street Closure)Engineering(940) 268‐9726Part of Pec 4 Ph. I & II Capital ProjectRoselawn Dr.Bonnie BraeKansas City Southern RRTBDTBDDrainage and Roadway Construction Bonnie Brae Phase 1 (One Lane traffic control)EngineeringN/A(940) 349‐8910Rockwood Ln.Royal Mistywood10/28/19 TBDStreet Repairs (Road Closure)Streets 11/23/18Door Hangers(940) 349‐7160Rockwood Ln.Royal Mistywood8/7/19 12/4/19Water Improvements (Temporary Lane Closure)Water(940) 349‐7167Part of Mistywood Water ProjectRoyal Ln.Royal Rockwood10/28/19 TBDStreet Reconstruction (Road Closure)Streets 11/23/18(940) 349‐7160Royal Ln.Mistywood Rockwood8/7/19 12/4/19Water Improvements (Temporary lane Closure)Water(940) 349‐7167Part of Mistywood Water ProjectSandy Creek Dr.Angelina Bend Angelina Bend7/17/19 8/13/19Wastewater Improvements (Temporary Lane Closure, Will reopen at 6 pm each day)Wastewater(940) 349‐7300Start dated accelerated from 8/26/19Shady Oaks Dr.Teasley WoodrowTBDTBDBase Repairs (Temporary Lane Closure)Streets Electronic SignsMeet with business owners(940) 349‐7160Crews will move here after work on Kerley St. is completeSmith St.Johnson Dallas8/19/19 9/17/19Wastewater Improvements (Temporary Lane Closure)Wastewater(940) 349‐7300Thomas St.Panhandle OakTBDTBDStreets ConstructionStreets(940) 349‐7160 Part of 2019 Street BundleVintage Blvd.US 377 I35W10/1/19 10/1/21Street Widening Bonnie Brae Phase 2Engineering(940) 349‐8910105
Street/Intersection From To Date of ConstructionDate of Completion Brief Description of Construction Department LettersOther CommunicationDepartment Contact:Updated Information / Notes Wayne St.Boyd Mozingo8/13/19 9/17/19Water Improvements (Temporary Lane Closure)Water(940) 349‐7167William St.Oak Hickory7/15/19 8/12/19Street Improvements (Temporary Street Closure)Streets(940) 349‐7160106