ST9801-SY 981105l-I* Conceptual Design Report
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Freese and Nichols, Inc.
A C E N T U R Y O F S E R V I C E
November 5, 1998
FREEIE-NICHOLI
Kenneth M. Grit'tin, P.E.
City of Coppell
255 Parkway Blvd.
Coppell, TX 75019
Re:
Coppell Road Paving, Drainage, and Water Line Improvements
Conceptual Design Report
Dear Ken:
On October 26, Freese and Nichols submitted a draft of the ret~renced report. At that time many project
issues were discussed. Some of the design parameters were agreed to be changed during this discussion.
Those changes include changing the pavement width to 38' b-b, adjusting the northem portion of the
alignment to utilize the 5'sidewalk and utility easement, and adjusting the so uthern portion of the alignment
to accommodate the proposed bike trail. The section with the bike trail will have a 5 'parkway on the east
side of the road and a 17' parkway on the west side.
These exhibits in the report do not reflect these changes. The exhibits reflect our understanding of the
project at the completion of the conceptual design phase. A revised alignment will be presented to the City
at a design review meeting on November 5, 1998.
Sincerely,
FREESE & NICHOLS, INC.
Tricia H. Hatley, P.E.
Freese and Nichols, Inc. · Engineers · Environmental Scientists · Architects
1341 W. Mockingbird Lane · Suite 230E · Dallas, Texas · 75247
214-920-2500 · Fax 214-920-2565
Conceptual Design Report
Paving,
Drainage and Water Line
Improvements for
Coppell Road
October 1998
Prepared by
Freese and Nichols
1341 W. Mockingbird Lane
Suite 230-E
Dallas, TX 75247
This report was prepared by Tricia H. Hatley, P.E., Texas Registration No. 83282 and was
intended for City review only. This document was not intended for the purposes of bidding,
permitting or construction activities. ~ ~4~~~/
Conceptual Design Report
Paving,
Drainage and Water Line
Improvements for
Coppell Road
October 1998
Prepared by
Freese and Nichols
1341 W. Mockingbird Lane
Suite 230-E
Dallas, TX 75247
t
This report was prepared by Tricia H. Hatley, P.]
intended for City review only. This document
permitting or construction activities.
Texas Registration No. 83282 and was
intended for the purposes of bidding,
r- Table of Contents
A - Description of Project 1. Vicinity Map
2. Existing Conditions
B - Project Constraints
1. Identification Map
C - Pavement Section
1. Typical Section
D - Roadway Alignment 1. Horizomal
2. 90 Degree Bend
3. Right-of-Way Maps
E - Drainage 1. Drainage Area Map and Calculations
2. Culvert Crossings
3. Proposed Systems
F - Utilities
1. Waterline Alignment
G - Cost Estimates
Attachmems
Geotechnical Report
Freese and Nichols, Inc.
CPL98447
October 1998
r" A- Description of Project
Coppell Road runs north-south between Sandy Lake Road and the Mansion by the Lake subdivision
and then turns 90-degrees to the west and intersects Highway 121. The road is currently a two-lane
asphalt section and is classified as a 2U collector. The project includes paving and drainage
improvements for Coppell Road from the intersection at Sandy Lake Road to the intersection at
Highway 121. Also included in the project is a 12" waterline that will connect the existing 12" line in the
Highway 121 frontage road and the 10" line which terminates at the 90-degree bend in Coppell Road.
The north-south section of
the roadway is bordered by
the Mansion by the Lake,
Village at Cottonwood
Creek and Asbury Manor
housing subdivisions on the
east. The west side of the
roadway has a few homes
on the southern section and
the Brazos Electric Power
Coop at the intersection at
Sandy Lake. The northern
portion of the west side of the roadway is undeveloped pasture land (as shown in photo above).
The north side of the east-west portion of Coppell Road is currently occupied by a mobile home park
(as shown in photo at
left). The photo also
shows the south side
which has a facility
for GTE currently
under construction.
Exhibit A-1 is an
aerial photo of the
project area. The
exhibit does not
reflect most of the
previously described
developments
because they are
fairly recent.
Freese and Nichols, Inc.
CPL98447
October 1998
~ I[ .... !
PROJECT
I
( NORTH
FI~EESE '"' NK:::HOLS
114.1 W. ~ L.N..SLITE 230 ir
~ IX 7524.7
214e920-25QO
CITY OF COPPELL,. TEXAS
PAVEMENT, WATER & DRAINAGE
IMPROVEMENTS FOR COPPELL ROAD
VICINITY MAP
F&N JOB NO.
CPL98.4.47
FILE VINCINITYMAP.DWG
DATE
,0/2,/9, A' 1
0RAWN BY 1'1-1H
DF:.SIGNE0 BY
CAJ
RL"VIL'WE:0 BYTHH FIGURE:
FREESE - NICHOLS i
j,_,__. .
B - Pro)ect Constraints
The horizontal and vertical alignment of Coppell Road will be determined by several existing conditions
that impose constraints upon the project. These constraints include drainage concerns, physical objects
which impede the alignment, awkward intersections and right -of -way limitations.
Several of the controlling
aspects of the project
occur at the point where
the roadway makes a 90-
degree bend. The current
curve will not meet
minimum standards for
horizontal curves as
recommended by
AASHTO and the City's
own standards. A Brazos
transmission tower
prevents an alignment that
would meet the standards
for horizontal curves and
require minimal right -of -way take
and shown in photo above.
The 90- degree bend has two other design challenges. One of those is the drive connection from the
housing project on the east side of the roadway (as shown in photo below).The drive has recently
been
constructed
right at the turn
and has a fairly
steep grade
coming off the
roadway into
the housing
addition. Both
the grade and
location of the
drive will be
key factors in choosing an alignment for the improved Coppell Road
Freese and Nichols, Inc. October 1998
CPL98447 2
. The 90- degree bend and the power pole are noted on Exhibit B -1
To add to the complexity of this area, the 90- degree bend also has a drainage pipe crossing. The
existing pipe is a 96" diameter RCP and is undersized for the ultimate developed conditions. The
drainage considerations will be addressed in detail in a later section, but the pipe will require
modifications and extension based on the chosen alignment.
There are several other potential design
constraints including an inconsistent right -
of -way dedication along the north -south
portion of the roadway. The intersection of
Sandy Lake Road at the southern end of
the project and the intersection of Highway
121 at the north end of the project will
require careful consideration and
coordination.
The final project constraint identified on
Exhibit B -1 is the drainage crossing at the
Village at Cottonwood Creek addition (as
shown in photo at right). This is currently a
36" RCP, but as will be discussed in a later
section, needs to be up -sized to a 3 -8x6
box culvert. This will be a consideration in
the layout of the vertical alignment for the
roadway.
Freese and Nichols, Inc. October 1998
CPL98447 3
~ FREiESE - NIC~HC)LS
!
The existing pavement section consists of a 1" crashed stone base with 2.5" of asphalt pavement as
shown in detail in the boring logs included in the geotechnical report prepared by Rone Engineers. The
report is included in the attachments to this documem. The existing pavement ranges from
approximately 21 to 25 feet wide with a variable width fight-of-way.
The classification as a 2U Collector requires that the section be improved to a miniram width of 33
feet with a 55-foot wide fight-of-way. At the City's direction, we have prepared the conceptual plans
to reflect a 41-foot wide paving section as shown in Exhibit C-1. This section allows for two lanes of
travel and a parking lane on each side. The fight-of-way width will vary but will not be less than 60 feet
in accordance with the Subdivision Ordinance.
The section will be constructed on a 6" lime stabilized subgrade prepared per the City standard
requirements. The paving will be 7" thick 3000 psi concrete reinforced with ~3 on 24" centers per the
City standards.
Freese and Nichols, Inc.
CPL98447 4
October 1998
TYPICAL WID ~7~
I0' MIN. ~'0' 10' MIN.
FREESE '* NICHOLS
7524.7
CITY OF COPPELL, TEXAS
PAVEMENT, WATER &: DRAINAGE
IMPRO~MENTS FOR COPPELL ROAD
~PICAL PAVEMENT SECTION
D - Roadway AID nment
With the exception of the 90- degree bend, the horizontal alignment follows the existing roadway very
closely. The proposed horizontal alignment is shown in detail on Exhibit D -1. According to our survey
information it appears that the Village at Cottonwood Creek Section V subdivision built their exterior
brick wall out into the right -of -way. Since there is not sufficient right -of -way adjacent to the Village at
Cottonwood Creek Section V subdivision, we have proposed an alignment that would keep the
roadway straight almost in its
current configuration. This
alignment will work with the
Asbury Manor and Mansions
by the Lake property lines and
- _ - will not require demolition of
s
the brick wall surrounding the
- _ - Village at Cottonwood Creek.
If the alignment was adjusted to
#� provide just a 10 parkway
_ - s adjacent to the Village at
-- - Cottonwood Creek Sections
IV and VI, it may also constrict
the channel coming from the 3-
8x6 box culverts. The current
alignment is closer to providing
1 the channel required as
r described b the "Ci
Y -Wide Y
11- � Storm Water Management
Study."
This report presents three options for the 90- degree bend shown in detail as Exhibits D -2. We have
looked at numerous other options, but the existing constraints have limited the project to the three
presented here. Exhibit D -2a is our recommended option. This option is designed for 25 mph with a
superelevation rate of 0.04. This is a cross slope of 4 %. The road will clear the power pole by 10 feet
and will require minimal additional right -of -way take on the north side of the roadway. The driveway
into the Mansions by the Lake and the storm drain pipe will need to be extended as shown in the
exhibit.
Option 2 for the 90- degree bend is still at 25 mph but does not have superelevation. This requires a
200 -foot radius to be used as shown on Exhibit D -2b. The larger radius will require more right -of -way
take on the north side as the curve swings out to clear the power pole.
Freese and Nichols, Inc. October 1998
CPL98447 5
The final option presented is for a T-intersection. This option is shown on Exhibit D-2c and would
require major work to the driveway into the Mansion by the Lake subdivision. The drive would be
offset from the main road it serves. This option requires no storm drain extension.
The options we considered included using a 35 mph design speed and pulling the curve inside of the
power pole. The 35 mph design speed caused the roadway to swing out to the north considerably
farther than the other options presented here. Pulling the curve inside of the power pole will not work
with the GTE development plans.
While superelevation may not be ideal, we are recommending it because of all constraints that exist on
this project. The right-of-way required for the project, including the recommended option for the 90-
degree bend, is shown on Exhibit D-3.
Freese and Nichols, Inc.
CPL98447 6
October 1998
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OPTION 1
DESIGN VELOCITY' (MPH) = 25
RADIUS (F'L ) = 155
e VALUE = +.04
1045
DRIVE PAVEMENT AREA (SF..) =
EXTENSION OF EX. 96"~ SD PIPE (LF.) = 25
PROP. 66"~ SD PIPE (LF.) = 220
i
0 50' 100' 200'
1"=100'
FREESE '* NICI-KLS
II
CITY OF COPPELL, TEXAS
PAVEMENT, WATER & DRAINAGE
IMPROVEMENTS FOR COPPELL ROAD
90° BEND ALIGNMENT
F&:N JOB NO.
CPL98447
FILE
OP'I1ON1.DWG
DATE
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OPTION 2
DESIGN VELOCITY (MPH) = 25
RADIUS (FT.)= 2O0
e VALUE = -.02
DRIVE PAVEMENT AREA (SF.) - 955
EXTENSION OF EX. 96"~ SO ~PE (LI-.) = 15
PROP. 66"rb PIPE (LF.) = 230
.
50' 100' 200'
CITY OF COPPELL, TEXAS
PAVEMENT, WATER & DRAINAGE
IMPROVEMENTS FOR COPPELL ROAD
FREESE "' NICHOLS
90' BEND ALIGNMENT
F&N JOEl NO.
CPL98447
FILE
OPTION 2.DWG
DATE
10/26/98
DRAWN BY
DESIGNED BY
CAJ
THH
D-2b
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DES/~'N VELOCITY (MPH) = NA (T-INTERSECTION)
RADIUS (FT.) = NA
e VALUE = NA
DRIVE PAVEMENT AREA (SF.) 955
EXTENSION OF EX. 96"~ SD t;IPE (LF.) = NA
PROP. 66'?~ SD PIPE (LF.) = 210
0 50' 100' 200'
1 "= 100'
FREI=~ e NICHOI,S
I
I
CITY OF COPPELL, TEXAS
PAVEMENT, WATER & DRAINAGE
IMPROVEMENTS FOR COPPELL ROAD
90° BEND ALIGNMENT
I
F&:N JOB NO.
CPL9844-7
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E - Drainage
Drainage design for the project will be completed in accordance with the City of Dallas Drainage
Design manual and the City of Coppell "City -Wide Storm Water Management Study." As discussed in
the storm water study, the existing 96" diameter and 36" diameter storm drain pipes which cross under
Coppell Road are undersized for fully developed conditions. The drainage area map shown on Exhibit
E -1 reflects the basins for these two pipes.
The 96" RCP can be
paralleled with a 66"
RCP to bring it up to
the fully developed
capacity. The storm
water study indicates
that the 36" RCP
needs to be replaced
with a 3 -8x6 culvert
structure. At this
time we are unable to
confirm that the 3-
8x6 structure will
carry the intended
flow for our project.
We have requested additional survey information to show the topography of the upstream and
downstream channel. With this information and our proposed vertical alignment we will be able to
determine the required size of the culvert. Also, as we progress into the preliminary design phase, we
will present more information regarding the storm drain features at the intersection at Sandy Lake Road.
Freese and Nichols, Inc. October 1998
CPL98447 7
(-
e D~.,N POINT
(~ DRNNAG( AREA NUMmm
· --.--.P,-- DIRECT)ON OF RUNOFF
· ---._~i~lS""~ EXISTING CONTOURS
~ PROPOSED CONTOURS
35 . 4 ocret
from HWY 121
/
//
// \
I
I
DRAINAGE CALCULATIONS
Design AREA AREA RUNOFF CA STORM Tc INTENSITY LO REMARKS
Point (acre) COEF. ' FREQUENCY (rain) (in/hr) c s -
FREESE .,, NICHOLS
FA, N JOB NO.
CITY OF COPPELL, TEXAS ~,~
PAVEMENT, WATER & DRAINAGE
,o/~,/,,.E- 1
IMPROVEMENTS FOR COPPELL ROAD
OESIGNED BY
C~
D RAI NAG EAR EA MAP
F
)
IR
/
FRESH - NICHOLS
CITY OF COPPELL, TEXAS
PAVEMENT, WATER & DRAINAGE
IMPROVEMENTS FOR COPPELL ROAD
PROPOSED 96" RCP REHABILITATION
FiN JOB NO,
CPL98447
FILE
CULVERT96.DWG
DATE
10/26/98
ORAWN BY
DESIGNED BY
CAJ
REVIEWED BY
THH
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FREESE ° NICHOLS
CITY OF COPPELL, TEXAS
PAVEMENT, WATER & DRAINAGE
IMPROVEMENTS FOR COPPELL ROAD
PROPOSED 36" RCP REHABILITATION
F&N JOB NO.
CPL98447
FILE
CULV[RT36.DWG
10/26/98
0RAWN BY
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REVIEWF'D BY
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Another part of the project is the connection of the existing 10" water line in the north-south portion of
Coppell Road with the existing 12" waterline in the fight-of-way of Highway 121. The 12" waterline
currently stops approximately 228 feet south of the intersection of Coppell Road and Highway 121.
The proposed alignment is to bring the new 12" line on the south side of the widened Coppea Road as
shown on Exhibit F-I. The work within the fight-of-way of Highway 121 will need to be constructed
per TxDOT standards.
Due to the tight schedule of the project, we have not been in contact with TxDOT as of the date of this
report. Upon approval by the City of the proposed alignment, we will begin coordination with them.
Franchise utility companies which may have lines in the project area have been contacted. These
include GTE, Paragon Cable, Lone Star Gas, TU Electric, and Lone Star Pipeline Company. The
Lone Star Pipeline Company has a 24" natural gas transmission pipeline which crosses Coppea Road
approximately 750 feet to the north of the intersection of Sandy Lake Road. The pipeline is 4 to 6 feet
below the existing roadway, but we will need to submit plans to Lone Star for approval of any grade
changes over the pipeline.
Freese and Nichols, Inc.
CPL98447 8
October 1998
-- ~
" : . :-,
FIGURE
GTE
SERVICES ENTER
I I
Freese and Nichols, Inc.
CPL98447
9
October 1998
CITY OF COPPFI i
COPPELL ROAD PAVING, WATER & DRAINAGE IMPROVEMENTS
OPINION OF PROBABLE COST OF CONSTRUCTION
Conceptual r)e~ig/t K~tirnate - Q~tion I
DATE: 10/25/1998
PROJECT: Paving and Waterline Improvements for Coppell Rd.
PREPARED: Chris Jones, E.I.T.
REVIEWED: Tricia Hatley, P.E.
Waterline Improvements
1 12' Water Main, including fittings and embedment 1,450
2 12' Gate Valve 5
3 12' To 10' Connection, includ. ing reducer and plug re 1
4 Remove 12' Plug and Connect 1
5 Trench Safety Program 1,450
6 Fire Hydrant Assembly 5
t:~=ostest,xls
LF $50.00 $72,500
EA $1,500.00 $7,500
EA $3,000.00 $3,000
EA $2,000.00 $2,000
LF $1.00 $1,450
EA $2,000.00 $10.000
$96,450
I Paving Improvements
1 41' Wide 7' Concrete Paving 25,000
2 Concrete Curb 11,000
3 Lime Stabilized Subgrade 26,200
4 Intersection Reconstruction 2
5 Driveway Reconstruction 15
6 Earthwork- Cut 23,500
7 Earthwork- Borrow 2,000
8 Hydromulch Seeding 13,000
9 18' RCP Storm Drain 490
9 21' RCP Storm Drain 2,180
10 24" RCP Storm Drain 350
11 66' RCP Storm Drain 220
12 96' RCP Storm Drain 25
13 Connect SD to existing 6
13 Remove Existing Inlet 1
13 Grade Channel to Drain to Creek 600
14 Storm Drain Headwall or Outfall Structure 3
15 6' Curb Inlet 22
16 Trench Safety Program 3,020
17 Erosion and Traffic Control 1
18 3-8'x6' Box Culvert 90
19 TxDOT Headwalls for Culverts 2
20 Erosion Protection Upstream and Downstream Culve 2
21 Storm Drain Manholes 11
SY $26.50
LF $3.00
SY $3.00
EA $15,000.00
EA $`5,000.00
CY $3.00
CY $7.00
SY $1.00
LF $45.00
LF $`52.00
LF $60.00
LF $165.00
LF $240.00
EA $1,000.00.
EA $2,000.00
LF $60.00
EA $2,500.00
EA $2,500.00
LF $1.00
LS $15,000.00
LF $600.00
EA $4,500.00
EA $4,500.00
EA $2,500.00
$662,500
$33,000
$78,600
$30,000
$75,000
$70,500
$14,000
$13,000
$22,050
$113,360
$21,000
$36 300
$6 000
$6 000
$2 000
$36 000
$7 500
$,55 000
$3 O20
$15 000
$54 ooo
$9,000
$9,000
$1,299,830
Sub-Total Construction
20% Contingency
Total Construction
$1,396,280
$279,256
$1,675,536
Freese and Nichols, Inc.
CITY OF COPPF! I
COPPELL ROAD PAVING, WATER & DRAINAGE IMPROVEMENTS
OPINION OF PROBABLE COST OF CONSTRUCTION
Conce, ptnal Design F,~timate - Option 2
DATE: 10/25/1998
PROJECT: Paving and Waterline Improvements for Coppell Rd.
PREPARED: Chris Jones, E.I.T.
REVIEWED: Tricia Hatley, P.E.
Waterline Improvements
1 12' water Main, including fittings and embedment 1,450 LF
2 12' Gate Valve 5 EA
3 12' To 10' Connection, including reducer and plug re 1 EA
4 Remove 12' Plug and Connect 1 EA
5 Trench Safety Program 1,450 LF
6 Fire Hydrant Assembly 5 EA
$50.00
$1,500.00
$3,000.00
$2,000.00
$1.00
$2,000.00
Paving Improvements
1 41' Wide 7' Concrete Paving 25,000 SY
2 Concrete Curb 11,000 LF
3 Lime Stabilized Subgrade 26,200 SY
4 Intersection Reconstruction 2 EA
5 Driveway Reconstruction 15 EA
6 Earthwork - Cut 23,500 CY
7 Earthwork- Borrow 2,000 CY
8 Hydromulch Seeding 13,000 SY
9 18' RCP Storm Drain 490 LF
9 21 ' RCP Storm Drain 2,180 LF
10 24' RCP Storm Drain 350 LF
11 66' RCP Storm Drain 230 LF
12 96' RCP Storm Drain 15 LF
13 Connect SD to existing 6 EA
13 Remove Existing Inlet 1 EA
13 Grade Channel to Drain to Creek 600 LF
14 Storm Drain Headwall or Outfall Structure 3 EA
15 6' Curb Inlet 22 EA
16 Trench Safety Program 3,020 LF
17 Erosion and Traffic Control 1 LS
18 3-8'x6' Box Culvert 90 LF
19 TxDOT Headwalls for Culverts 2 EA
20 Erosion Protection Upstream and Downstream Culve 2 EA
21 Storm Drain Manholes 11 EA
$26.50
$3.00
$3.00
$15,000.00
,$5,000.00
$3.00
$7.00
$1 .oo
$45.00
$52.00
$60.00
$165.o0
$240.00
$1 ,ooo.oo
$2,000.00
$6o.oo
$2,500.00
$2,500.00
$1 .oo
$15,ooo.oo
$600.00
$4,500.00
$4,500.00
$2,5oo.oo
$72,500
$7,500
$3,000
$2,000
$1,45o
$1 o.ooo
$96,450
$662,500
$33,000
$78,600
$30,000
$75,000 .
$70,500
$14,ooo
$13,ooo
$22,050
$113,36o
$21,ooo
$37,950
$3,600
$6,000
$2,000
$36,000
$7,500
$55,000
$3,020
$15,ooo
$54,000
$9,000
$9,000
$1,299,o8o
Sub-Total Construction
20% Contingency
Total Construction
$1,395,530
$279,106
$1,674,636
Freese and Nichols, Inc.
CITY OF COPPFI I
COPPELL ROAD PAVING, WATER & DRAINAGE IMPROVEMENTS
OPINION OF PROBABLE COST OF CONSTRUCTION
Conceptual F}e~igp K~timate - Option 3
DATE: 10/25/1998
PROJECT: Paving and Waterline Improvements for Coppell Rd.
PREPARED: Chris Jones, E.I.T.
REVIEWED: Tricia Hatley, P.E.
Waterline Improvements
I 12' Water Main, including fittings and embedment 1,450 LF
2 12' Gate Valve 5 EA
3 12' To 10' Connection, including reducer and plug re 1 EA
4 Remove 12' Plug and Connect 1 EA
5 Trench Safety Program 1,450 LF
6 Fire Hydrant Assembly 5 EA
$50.00
$1,500.00
$3,000.00
$2,000.00
$1.00
$2.000.00
$72 500
$7 500
$3 000
$2 000
$1 450
$10 000
$96 450
Paving Improvements
1 41' Wide 7' Concrete Paving 25,000 SY
2 Concrete Curb 11,000 LF
3 Lime Stabilized Subgrade 26,200 SY
4 Intersection Reconstruction 2 EA
5 Driveway Reconstruction 15 EA
6 Earthwork- Cut 23,500 CY
7 Earthwork- Borrow 2,000 CY
8 Hydrornulch Seeding 13,000 SY
9 18" RCP Storm Drain 490 LF
9 21 · RCP Storm Drain 2,180 LF
10 24' RCP Storm Drain 350 LF
11 66" RCP Storm Drain 210 LF
12 96' RCP Storm Drain 0 LF
13 Connect SD to existing 6 EA
13 Remove Existing Inlet 1 EA
13 Grade Channel to Drain to Creek 600 LF
14 Storm Drain Headwall or Outfall Structure 3 EA
15 6' Curb Inlet 22 EA
16 Trench Safety Program 3,020 LF
17 Erosion and Traffic Control 1 LS
18 3-8'x6' Box Culvert 90 LF
19 TxDOT Headwalls for Culverts 2 EA
20 Erosion Protection Upstream and Downstream Culve 2 EA
21 Storm Drain Manholes 11 EA
$26.50
$3.00
$3.00
$15,ooo.oo
$5,000.00
$5.00
$7.00
$1 .oo
$4,5.00
$52.00
$60.00
$165.00
$240.00
$1,000.00
$2,000.00
$60.00
$2,500.00
$2,500.00
$1 .oo
$15,000.00
$600.00
$4,500.00
$4,500.00
$2,500.00
$662 500
$33 000
$78 600
$30 000
$75 000
$70 500
$14 000
$1S ooo
$2~ 050
$113,360
$21,000
$34,650
$0
$6,000
$2,000
$36,000
$7,500
$55,000
$3,020
$15,000
$54,000
$9,000
$9,000
$1,292,180
Sub-Total Construction
20% Contingency
Total Construction
$1,388,630
$277,726
$1,666,356
Freese and Nichols, Inc.
Attachment - Geotechn~cai Report
Freese and Nichols, Inc.
CPL98447 10
October 1998
ra
FREESE • NICHOLS
TO: City of Coppell
P.O. Box 478
Coppell, TX 75019 -4409
ATTENTION: Kent Collins
Simon W. Freese, P.E. 1900 -1990
Marvin C. Nichols, P.E. 1896 -1969
LETTER OF TRANSMITTAL
DATE: November 11, 1999
PROJECT:
CPL98447 3.1
We are sending you X Attached ❑ Under Separate Cover VIA
the following items:
❑ Plans ❑ Specifications ❑ Shop Dwg.
X Reports ❑ Diskette(s) ❑ Other
COPIES I DESCRIPTION
1 1 Geotechnical Investi
These are transmitted for your:
X Use ❑ Review & Comment ❑ Response
• Approval ❑ Distribution to Parties
• Record ❑ Other
Remarks:
Im
By:
for: Kevin Yo g, E.I.T.
FREESE AND NICHOLS • 1701 N. MARKET STREET, SUITE 500 LB 51 • DALLAS, TEXAS 75202 -2001
TELEPHONE: 214- 920 -2500 • FAX: 214 - 920 -2565
PROJECT NO. G8-4066-01
GEOTECHNICAL INVESTIGATION
COPPELL ROAD IMPROVEMENTS
COPPELL, TEXAS
Presented To:
FREESE AND NICHOLS
c/o MR. CHRIS JONES
1341 WEST MOCKINGBIRD LANE
SUITE 230-E
DALLAS, TEXAS 75247-4922
OCTOBER 1998
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ........................................... 1
2.0 PURPOSES AND SCOPE OF STUDY ............................. 1
3.0 FIELD AND LABORATORY INVESTIGATIONS ..................... 1
k
4.0
GENERAL SITE CONDITIONS
4.1 Site Description ........................................ 2
4.2 Subsurface Soil Conditions ................................. 2
4.3 Subsurface Water Conditions ............................... 2
5.0 ANALYSIS AND RECOMMENDATIONS
6.0
7.0
8.0
5.1
5.2
5.2.1
5.2.2
5.3
Lateral Earth Movements .................................. 3
Pavement ............................................ 3
Soil Stabilization ....................................... 4
Subbase Preparation ..................................... 4
General .......................................... : .. 4
RECOMMENDATIONS FOR THE PLACEMENT OF
CONTROLLED EARTHFILL
6.1
6.2
6.3
6.4
6.5
6.6
6.7
6.8
6.9
6.10
Site Grading .......................................... 5
Fill Materials .......................................... 5
Depth of Mixing of Fill Layers .............................. 5
Rock ............................................... 5
Moisture Content ...................................... 5
Amount of Compaction ................................... 6
Compaction of Fill Layers ................................. 6
Density Tests .......................................... 6
Trenching ............................................ 6
Excavation ........................................... 6
CONSTRUCTION OBSERVATIONS .............................. 7
REPORT CLOSURE ......................................... 8
F'
ILLUSTRATIONS
Plate
PLAN OF BORING .............................................. 1
LOGS OF BORING ............................................ 2-3
UNIFIED SOIL CLASSIFICATION SYSTEM ............................ 4
KEY TO CLASSIFICATIONS AND SYMBOLS ........................... 5
Page
FIELD OPERATIONS .......................................... A-1
LABORATORY TESTING ....................................... A-2
SUMMARY OF FREE SWELL TESTS .............................. A-3
I e i'"
1.0 INTRODUCTION
The proposed project will consist of improving a portion of the existing Coppell Road in Coppell,
Texas. These improvements will include re~paving the existing section of road and installing a new
waterline and storm water conveyance system. The general location and orientation of the site are
shown on the Plan of Borings, Plate 1, in the Illustrations section of this report.
The data contained herein will be used to evaluate the economic and engineering feasibility of the
proposed improvements.
2.0 PURPOSES AND SCOPE OF STUDY
The principal purposes of this investigation were to evaluate the general soil conditions at the
proposed site and to develop recommendations for the design and construction of the proposed
improvements. To accomplish its intended purposes, the study was conducted in the following
phases:
(1)
(2)
(3)
drill sample borings to evaluate the soil conditions at the boring locations and to obtain
soil samples;
conduct laboratory tests on selected samples recovered from the boring to establish the
pertinent engineering characteristics of the soils; and
perform engineering analyses, using all field and laboratory data, to develop design
criteria.
3.0 FIELD AND LABORATORY INVESTIGATIONS
Soil conditions were determined by 4 sample borings drilled to a depths ranging from 7 to 15 feet
below existing grades in September 1998. The locations of the borings are shown on Plate 1.
Sample depth, description of soils, and classification (based on the Unified Soil Classification
System) are presented on the Logs of Boring, Plates 2 through 5 Keys to terms and symbols used
on the logs are shown on Plates 6 and 7.
Laboratory soil tests were performed on selected samples recovered from the borings to verify
visual classification and determine the pertinent engineering properties of the soils encountered.
II
Classifications test results are presented on the logs of borings. Descriptions of the procedures used
in the field and laboratory phases of this study are presented in the Appendix of this report.
4.1
4.0 GENERAL SITE CONDITIONS
Site Description
The site of the proposed roadway improvements are shown on Plate 1.
investigation, the surface of the roadway was asphattie concrete.
At the time of this
4.2
Subsurface Soil Conditions
Geologically the site is located within the Terrace Deposits underlain by the Woodbine
Formation. Soil conditions were determined by 4 sample borings drilled to depths ranging
from 7 to 15 feet below existing grades. The materials encountered at the test boring
locations consisted of sand, clayey sand and sandy clay. Their colors were brown and tan.
4.3
These soils are non plastic (NP) to low plastic with Plasticity Indices (PI) ranging from
non plastic (NP) to 26. At the time of this investigation, the soils were found to be in a
medium dense condition and hard in consistency.
Subsurface Water Conditions
All the borings were advanced using auger drilling and intermittent sampling methods in
order to observe groundwater seepage. At the time of this investigation, groundwater
seepage was not encountered in any of the borings.
Future construction activities may alter the surface and subsurface drainage characteristics of this
site. It is not possible to accurately predict the magnitude of subsurface water fluctuations that
might occur based upon short-term observations. If there is any change from the conditions
reported herein, Rone Engineers, Inc. should be notified immediately to review the effect it may
have on design recommendations.
5.0 ANALYSIS AND RECOMMENDATIONS
5.1 LATERAL EARTH PRESSURES
If components are installed which require consideration of lateral earth pressures, the following
table is provided for the design parameters.
Equivalent Fluid Pressure
psf/ft of Backf ,all Depth
Above Water Table *
Condition Coefficient Drained Saturated Below Water Table
Active KA = 0.49 59 63 96
At Rest Ko = 0.66 79 85 106
Passive Kp = 2.04 816'* 832** 767**
[* Includes cohesion
Ko = 0.45 for flee draining sand or gravel
Ko = 0.55 for select fill (PI > 2, < 12)
5.2
Pavement
The existing pavement along the section of the proposed improvements consisted of
approximately 2.5 inches of asphaltie concrete over about an inch of crushed rock.
For the proposed new section we can recommend seven inches Portland Cement Concrete
(PCC). The subgrade should be prepared, as explained in Section, 5.2.2 and 6.0
Recommendations for the Placement of Controlled Earthfill. Also, the final grades must
be such that drainage is facilitated, and access of surface water to the subgrade materials is
prevented.
Water can be introduced beneath the road through utility line embedment and can cause
differential movement in the roadway. All utilities should have clay plugs substituted for
embedmerit at the edges of the pavement ends to prevent moisture access and possible
swelling.
5.2.1
5.2.2
Soil Stabilization
The subgrade soils are non-plastic (N'P) to low plastic; therefore, lime stabilization will not
be required. However, the subgrade modulus can be improved by the addition of cement.
sXmay be accomplished by usin~ cement by dry weight of soil should b
SubbEe Preparation
All existing pavement should be removed.
elevations.
Grade the areas to be paved to the required
Following the undercutting, the subbase should be scari~ed to assure uniform pavement
subgrade. If stabilization is desired a six percent by dry weight application of cement should be
used.
5.3
General
Every attempt should be made to limit the extreme wetting or drying of the subsurface soils
since swelling and shrinkage will result. Standard construction practices of providing good
surface water drainage should be used· A positive slope of the ground away from the
foundation and ditches or swales provided to carry off the run-off water both during and
after construction are necessary.
; ..,
6.0
RECOMMENDATIONS FOR THE PLACEMENT OF
CONTROLLED EARTHFILL
6.1
Site Gradint'
Site grading operations, where required, should be performed in accordance with the
recommendations provided in this report. The site grading plans and consauction should
strive to achieve positive drainage around all sides of the proposed structure. Inadequate
drainage around structures built on grade will cause excessive vertical differential
movements to occur.
6.2
6.3
Fill Materials
On-site material can be used to backfill trenches. Any other materials to be used for ~l
should be approved by the Soils Engineer. There should be no roots, vegetation or any
other undesirable matter in the soil, and no rocks larger than 6 inches in diameter.
Depth of Mixhat, of m Layers
The fill material should be placed in level, uniform layers, which, when compacted, should
have a moisture content and density conforming to the stipulations called for' herein. Each
layer should be thoroughly mixed during the spreading to insure the uniformity of the layer.
The fill thickness should not exceed 6-inch loose lifts.
6.4
Rock
There should be no rock incorporated within the fill which exceeds 6 inches in its greatest
dimension.
6.5
Moisture Content
Prior to and in conjunction with the compacting operation, each layer should be brought to
the proper moisture content as determined by ASTM D 698, within 3 percentage points of
5
RoneEngineers
Illlllllll
!'
optimum for fill containing limestone and between optimum and five percentage points
above the optimum for clayey soils.
6.6
Amount of Compaction
After each layer has been properly placed, mixed and spread, it should be thoroughly com-
pacted to between 95 and 100 percent. of Standard Proctor Density as determined by ASTM
D 698.
6.7
Compaction of Fill Layers
Compaction equipment should be of such design that it will be able to compact the fill to the
specified density. Compaction of each layer shall be continuous over its entire area.
6.8 Density Tests
Field Density tests should be made by the Soils Engineer or his representative. Density tests
should be taken in the compacted material below the disturbed surface. After each layer of
fill, compaction tests, as necessary, should be made by the Engineer. If the materials fail to
meet the density specified, the course should be reworked as necessary to obtain the speci-
fied compaction.
6.9 Trenching
The contractor is responsible for preparing a trench safety plan in those instances where the
trenches are deeper than five feet. Because of the location of the proposed line in the streets
or rights-of-way, and the limited mount of coustmction space available, it is anticipated
that vertical walls will be necessary. This will require the use of shoring or trench shields
whenever the trenches are in fill, clay or weathered limestone.
6.10
Excavations
No heavy excavation equipment will be required for utility excavations.
6
F1oneEngineers
Immlmll
7.0 CONSTRUCTION OBSERVATIONS
In any geotechnical investigation, the design recommendations are based on a limited amount of
information about the subsurface conditions. In the analysis, the geotechnical engineer must assume
the subsurface conditions are similar to the conditions encountered in the borings. However, during
construction quite often anomalies in the subsurface conditions are revealed. Therefore, it is
recommended that Rone Engineers, Inc. be retained to observe the construction and perform
materials evaluation and testing during the construction phase of the project. This enables the
geotechnical engineer to stay abreast of the project and to be readily available to evaluate
unanticipated conditions, to conduct additional tests if required and, when necessary, to recommend
alternative solutions to unanticipated conditions.
8.0 REPORT CLOSURE
The locations and elevations of the borings should be considered accurate only to the degree implied
by the methods used in their determination. The boring logs shown in this report contain
information related to the types of soil encountered at specific locations and times and show lines
delineating the interface between these materials. The logs also contain our field representative's
interpretation of conditions that are believed to exist in those depth intervals between the actual
sample taken. Therefore, these boring logs contain both factual and interpretive information.
Laboratory soil classification tests also were performed on samples from selected depths in the
borings. The results of these tests, along with visual-manual procedures, were used to generally
classify each stratum. Therefore, it would be understood that the classification data on the logs of
borings represents visual estimates of classifications for those portions of each stratum on which the
full range of laboratory soil classification tests were not performed. It is not implied that these logs
are representative of subsurface conditions at other locations and times. With regard to ground-
water conditions, this report presents data on ground-water levels as they were observed during the
course of the field work. In particular, water level readings have been made in the borings at the
times and under conditions stated in the text of the report and on the boring logs. It should be noted
that fluctuations in the level of the ground-water table can occur with passage of time due to
variations in rainfall, temperature and other factors. Also, this report does not include quantitative
information on rates of flow of ground water into excavations, on pumping capacities necessary to
dewater the excavations, or on methods of dewatering excavations. Unanticipated soil conditions
at a construction site are commonly encountered and cannot be fully predicted by mere soil samples,
test borings or test pits. Such unexpected conditions frequently require that additional expenditures
be made by the owner to attain a properly designed and constructed project. Therefore, provision
for some contingency fund is recommended to accommodate such potential extra cost.
The analyses, conclusions and recommendations contained in this report are based on site conditions
as they existed at the time of the field investigation and further on the assumption that the
exploratory borings are representative of the subsurface conditions throughout the site; that is, the
subsurface conditions everywhere are not significantly different from those disclosed by the borings
at the time they were completed. If during construction, different subsurface conditions from those
encountered in our borings are observed, or appear to be present in excavations, we must be
advised promptly so that we can review these conditions and reconsider our recommendations
where necessary. If there is a substantial lapse of time between submission of this report and the
start of the work at the site, if conditions have changed due either to natural causes or to
construction operations at or adjacent to the site, or if structure locations, structural loads or finish
grades are changed, we urge that we be promptly informed and retained to review our report to
determine the applicability of the conclusions and recommendations, considering the changed
conditions and/or time lapse.
[-
Further, it is urged that Rone Engineers, Inc. be retained to review those portions of the plans and
specifications for this particular project that pertain to earthwork and foundations as a means to
determine whether the plans and specifications are consistent with the recommendations contained
in this report. In addition, we are available to observe construction, particularly the compaction of
structural fill, or backfill and the construction of foundations as recommended in the report, and
such other field observations as might be necessary.
The scope of our services did not include any environmental assessment or investigation for the
presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, ground
water or air, on or below or around the site.
This report has been prepared for use in developing an overall design concept. Paragraphs,
statements, test results, boring logs, diagrams, etc. should not be taken out of context and. should
not be utilized without a knowledge and awareness of their intent within the overall concept of this
report. The reproduction of this report, or any part thereof, supplied to persons other than the
owner, should indicate that this study was made for design purposes only and that verification of the
subsurface conditions for purposes of determining difficulty of excavation, trafficability, etc. are
responsibilities of the contractor.
This report has been prepared for the exclusive use .of Freese and Nichols and their designated
agents for specific application to design of this project. The only warranty made by us in
connection with the services provided is that we have used that degree of care and skill ordinarily
exercised under similar conditions by reputable members of our profession practicing in the same
or similar locality. No other warranty, expressed or implied, is made or intended.
10 PoneEngineers
L_,
FIELD OPERATIONS
Subsurface conditions were defined by 4 sample borings located as shown on the Plan of Borings,
Plate 1. The borings were advanced between sample intervals using auger drilling procedures.
The results of each boring are shown graphically on the Logs of Borings, Plates 2 through 5.
Sample depth, description, and soil classification based on the Unified Soil Classification System
are shown on the logs of borings. Keys to the symbols and terms used on the logs of borings are
presented on Plates 6 and 7.
Relatively undisturbed samples of cohesive soils were obtained with Shelby robe samplers at the
locations shown on the logs of boring. The Shelby robe sampler consists of a thin-walled steel robe with
a sharp cutting edge connected to a head equipped with a ball valve threaded for rod connection. The
robe is pushed into the undisturbed soils. The soil specimens were exmaded from the robe in the
laboratory, logged, tested for consistency with a hand penetrometer, sealed, and packaged to maintain
"in sire" moisture content.
The consistency of cohesive soil samples was evaluated in the field using a calibrated hand
penetrometer. In this test a 0.25-inch diameter piston is pushed into the undisturbed sample at a constant
rate to a depth of 0.25-inch. The results of these tests are tabulated at respective sample depths on the
logs. When the capacity of the penetrometer is exceeded, the value is tabulated as 4.5 +.
Disturbed samples of the noncohesive granular or stiff to hard cohesive materials were obtained utilizing
a two (2) inch O.D. split-spoon sampler in conjunction with the Standard Penetration Test (ASTM D
1586). This test employs a 140 pound hammer that drops a free fall vertical distance of 30 inches,
driving the split-spoon sampler into the material.
A 1
RormEngineers
The number of blows required for 18 inches of penetration is recorded and value for the last 12 inches,
or the penetration obtained from 100 blows, is reported as the Standard Penetration Value (N) at the
appropriate depth on the attached "Log of Borings".
Ground-water obsetwations during and after completion of the boring are shown on the upper right of the
boring log. Upon completion of the boring, the bore holes were backfilled from the top and plugged at
the surface.
LABORATORY TESTING
General
Laboratory tests were performed to define pertinent engineering characteristics of the soils
encountered. The laboratory tests included moisture content, Atterberg limits determination,
unconfined compressive strength, unit weight determinations, free swell tests, and visual
classification.
Classification Tests
Classification of soils was verified by natural moisture content determinations, and Alterberg limits
determinations. These tests were performed in accordance with the American Society for Testing
and Materials (ASTM) Procedures.
The Atterberg limits and natural moisture content determinations are presented at the respective
sample depths on the logs of boring.
A3
RoneEnglneers
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ROUND GROVE
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CORPORATE ~' '~M
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; FOR THE PURPOSE OF CLARITY, NOT ALL STREETS IN THIS GRID ARE SHOWN
Rone Engineers, Inc.
~....~ COPPELL ROAD IMPROVEMENTS
RONE ENGINEERS, INC.
D... F..w~ COPPELL. TEXAS
~.-. sy C. Ray I D.. ~.
10120/98 ~ none I ~""~' G84066-01
PLAN OF
BORINGS
PLATE 1
Location
kePt·t· 1
Comptetion I Cmptetion
Depth 15.0' DaTe 9/29/96
·
Surface Erevat·on Type
Auger
Strata Description
. "thick, ,/1" of roadlase
lillt,_tannleh bf,Nn, ~ s~mme ·itt, Iravet and
traces, fine grained, media dense
I, - N k.
3 X :Zla.
4-'0 X X X-- l* 3.
hi gl O O L, 4- f,:2 \
\l · C · '0 .... :It QU ·
· Zb. -- · --4- 4-4- +- X 4- · \
) I) :~-- II-- II 14- 4-. C
OCf~ II g'i Ii ·~ --I: --I
--I . · C O0 C~3 0
0.7
22/12" UP
r: ,vFY ®,~ ~, ,~-rk reddish broun, w/trace of
grey·t, media des·
17/12"
SMm,_broin, w/art round graveL, fine grained
UP 2.0
- same, coarse, dark reddish kH'Oun, W/mrbte
sized graver
LOG OF BORING NO.
B1
PLATE 2
Project Ito.
M-4~66-01
Locatlan
I I or|rig Be.
12
See PLate 1
CcepLetjon
Depth 7.0'
~ ·
l
ICompLetion
Date 9129196
Surface ELevation
Project CoppaLL Rcld Improveants
CappeLt, Texas
Mater Observations
Boring cavedat 7 feet beLoigroundsurfece. Boring k~S dry upon
completion.
Type
Stratus Description
__~eDb~T, 2" thick, ~/1" thick emd and grav~_
u~clerneath
~ r~ ~ ~, ~ greet tr~e, elm
C 0 31 X
ILl I O O L4-
\l · £ - ~ o -- - -- :3C QU
3 e) ~1-- I-- el I,I- 4- ·
OC(~ le rl II e~ --C
--I · · I: oo cn
10/12" NP 3.0
reddish brown
r'J AyEy e,Jl,_r. eddt sh br~n
\
e
C
3
O
O.
[:
i
LOG OF BORING Ii0,
PLATE
F'
project IIo. I Boring I1o.
G8-/>066-01 83
Lotion
SEE PLate 1
Campration I CcxmpLetion
Depth 7.0; DIre 9/Z9/98
Surface ELevltion
~ ·
b.o
·
o. fA FI
·
Project Col·it Road !lkrov!vl~ts
CoppeLt. Texas
Mater Observations
Boring caved at 7 fat baLm·ground surface. Boring ,as drTulxm
completion.
Type
Stratum Description
_~,e,... T. 1.5" thick. ,/1" sublase underneath/-
SXLX)Llli~_tight reddish broun. ,/gravel
C O 21 X
4.
b.e · 0 0 L4-
\l · C - 13 .... :2C
eo(l:. -- I --4. 4-4- 4- x 4- · \
2 I) :1-- I-- II 14- 4- ·
OCl/; el Irl II I~ --C
--I · I-- Coo
~eil/FI LY e&.ig~br. Dkrl, id/Iole ctey ~
Limestone frets, le/trace of asphalt,
Bedim dense (POSSIBLE FILL)
r~$,s~-~ es~ , kfoun, el timtone fragments
And gravel traces. some car·anted portions
15/12" 6.0
23.0 10.0 13.0
Ro~eEnafreerm
\
e
C
:2
o
i.
LOG OF BORING NO.
PLATE
Project No. I Ior|ng No.
M-/d)t6-01 14
Location
See PLate 1
Cmptetion I Cmltetion
D~th 7.0; Date 9/29/98
Suffice Et~vatron
_
-1
-2
-3
-& .
Project Cq~ett RoBd Improvements
Copper t, Texas
gBter Obe4rvattona
Boring caed st 7 feet beto~ ground turface. Boring k~S dry upon
colptetion.
Type
$trattal Description
aWe:T, V/road sublace of reddish Etaan
--~ clayey sand and gravel
r~ aVEr e,.ll4_~rk broun, ,/gravel
lILT/ea~' y fi &y, heOtll
/--
f, - N
C 0
\l · C - 12
aiM. -- I --4- .I...1- 4- x
3 I) :3-- I-- le
--a · e--
Ill, l- 8,14 dd
37.0 11.0 26.0
Cl4t,_ sandy, d~rk Etotm and reddish Etoan,
Bottled, hard
&.r~.
\
e
'o
C
o
O.
LOG OF BORING NO.
PLATE
M A T CH L INE S
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NEW 12"
PC = 52+89.27
5' SIDEWALK
UTILITY ESN'
cx�
m""ATCH. LINE STA. 45+50
mm
0 50 100 2•(l
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ROW ROW
484
77'
480 - ---------
4A2.1
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