HomeMy WebLinkAboutPR 20399: PLELIMINARY ENGINEERING REPORT FOR 15TH ST FROM VERA TO MAIN, ARCENEAUX, WILSON AND COLE, LLC City of
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INTEROFFICE MEMORANDUM
Date: Aug. 7, 2018
To: The Honorable Mayor and City Council
Through: Harvey Robinson, Interim City Manager
From: Armando Gutierrez, Jr., P.E., Director of Public Works
RE: Acceptance of Preliminary Engineering Report for 15th Street from Vera to
Main
Introduction:
Presentation of the Preliminary Engineering Report for 15th Street and possible action to have
the City Council's approval and acceptance of the Preliminary Engineering Report with the
recommendations as presented.
Background:
15th Street from Vera to Main is part of the Year 1 Street Program which was awarded to
Arceneaux, Wilson and Cole, LLC for design per Resolution No. 18-184. The Preliminary
Engineering Report is the first step in the design efforts which completes all the field work.
The Preliminary Engineering Report contains the findings of the field work and
recommendations for the proper design for the street improvements.
Budget Impact:
There is no additional cost for this Preliminary Engineering Report. This is part of the design
fees already established by the award of the project design.
Recommendation:
It is recommended that the City Council approve and accept the Preliminary Engineering
Report with the recommendations as presented.
"Remember,we are here to serve the Citizens of Port Arthur"
444 4th Street Port Arthur,Texas 77641-1089 * 409.983.8182 * FAX 409.983.8294
P.R. 20399
08/7/18 ace
RESOLUTION NO.
A RESOLUTION ACCEPTING THE PRELIMINARY ENGINEERING
REPORT FOR 15th STREET FROM VERA DRIVE TO MAIN AVENUE
BY ARCENEAUX, WILSON AND COLE, LLC OF PORT ARTHUR,
TEXAS WITH NO PROJECTED BUDGETARY IMPACT.
WHEREAS, per Resolution No. 18-184, the City Council selected Arceneaux,
Wilson and Cole to perform professional engineering services described in the scope of
work for the Roadway Design of 15th Street from Vera Drive to Main Avenue; and,
WHEREAS, the Preliminary Engineering Report is the first phase of the
engineering services provided by Arceneaux, Wilson and Cole for 15th Street as attached
Exhibit "A"; and,
WHEREAS, a presentation of the Preliminary Engineering Report for 15th Street
and possible action to have the City Council's approval and acceptance of the
Preliminary Engineering Report with the recommendations as presented.
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PORT
ARTHUR:
THAT, the facts and opinions in the preamble are true and correct; and,
THAT, the City Manager is authorized to accept the Preliminary Engineering
Report for 15th Street from Vera Drive to Main Avenue by Arceneaux, Wilson and Cole,
LLC, in substantially the same form as attached hereto as Exhibit "A".
THAT, a copy of the caption of this Resolution be spread upon the Minutes of
the City Council.
P. R. 20399
READ, ADOPTED AND APPROVED this the day of , A.D. 2018
at a meeting of the City of Port Arthur, Texas by the following vote:
Ayes: Mayor:
Councilmembers:
Noes:
Derrick Ford Freeman
Mayor
ATTEST:
City Secretary
Sherri Bellard
APPROVED AS TO FORM: APPROVED FOR ADMINISTRATION:
VC/\1
Valecia iizeno i Harvey Robinson
City Attorney Interim City Manager
Armando Gutierrez, Jr., P.E.
Director of Public Works
P. R. 20399
EXHIBIT A
PRELIMINARY ENGINEERING REPORT
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PRELIMINARY ENGINEERING REPORT
for
CITY OF PORT ARTHUR
Port Arthur, Jefferson County, Texas
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ARCENEAUX WILSON & COLE LLC
2901 Turtle Creek Drive, Suite 320
Port Arthur, Texas 77642
OFF: (409) 724-7888 FAX: (409) 724-1447
www.awcencq.com
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TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY' 1
2.0 INTRODUCTION• 2
3.0 RESEARCH AND REVIEW: 2
4.0 FIELD INSPECTION' 3
5.0 PRELIMINARY DESIGN* 3
6.0 EXISTING CONDITIONS: 5
7.0 CONCLUSION: 14
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1.0 EXECUTIVE SUMMARY:
The City of Port Arthur Texas (CPA) authorized Arceneaux Wilson & Cole LLC
(AWC) in Resolution No. 18-184 on May 8, 2018 to provide roadway design
services for 15TH Street from Vera Drive to Main Avenue. AWC conducted a
physical inspection of 15TH Street and the surrounding area. During this
inspection a significant amount of physical damage was observed. The road
is failing in multiple places, numerous potholes have formed and been
patched creating a bumpy and uneven surface. This is especially the case for
the North-East end of 15TH Street where it adjoins Main Avenue. All damage
to the street was recorded and with a digital camera attached to an aerial
drone. AWC employees used the drone to fly over the entire project site and
gather current aerial photographs of the area. This information was used to
create three unique pavement designs. As a result of our analysis of the
current condition of the road as well as the three different pavement
designs, it is our recommendation to utilize Option 1 (concrete roadway with
open ditches). We anticipate that Option 1 will provide the most benefits
considering construction cost and overall life expectancy of the roadway. A
construction cost analysis shows that Option 1 will cost approximately
$201,968.80.
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2.0 INTRODUCTION:
This project area concerns 15th Street which is a small residential road
(approx. 484 L.F.) located in the Foster Estates subdivision. The Northeast
end of 15TH Street is perpendicular to Main Avenue and the Southwest end is
connected to Vera Drive. AWC has completed a topographic survey and
traffic observation of the entire project area. During the traffic observation
it was noted that the roadway is utilized by residential traffic and no heavy
truck traffic was observed. A three-step approach was used to complete the
30% design phase of this project. The steps are defined as follows:
1. Research and Review
2. Field Inspection
3. Preliminary Design
3.0 RESEARCH AND REVIEW:
The research and review portion of this project consisted of gathering all
relevant information for the project location that was available. This involved
reviewing CPA maps to determine the extent of utility services in the project
vicinity. The CPA water utilities map detailing the location of domestic water
lines shows that there are no water lines located on 15TH Street. However,
there is a single 6-inch water line located on Main Avenue and a single 8-inch
water line located on Vera Drive. The CPA sanitary sewer and storm sewer
utility maps also indicated that there are no sanitary or storm sewer lines
located beneath 15TH Street. CPA Water Utilities personnel were contacted,
and they confirmed that the maps provide an accurate description of the
current utilities located beneath and in the vicinity of 15TH Street. The firm
performed an "811" locate for existing utilities during this phase of the
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project. To best understand the soil composition in the project area a
Geotechnical Report was provided by T&N Laboratories and Engineering.
This Geotechnical Report contained recommendations for strengthening
the soil as well as providing minimum specifications on which to base the
different pavement designs. The Geotechnical Report is included in
Appendix "A" of this report.
4.0 FIELD INSPECTION:
To collect as much physical information as possible, AWC conducted a
detailed field inspection of the project site on May 22, 2018. This inspection
involved walking through the entire project site and getting a firsthand
account of the current condition of the road. A large amount of damage was
documented during the walk through and is discussed in greater detail in the
design portion of this report. A drone was utilized to gather aerial
photographs of the project site. These photos provide a current overall view
of the whole street and the surrounding areas. Topographic survey and
boundary information was also collected for the entire site.
5.0 PRELIMINARY DESIGN:
The design portion of this report will encompass the processes and
methodology used to create different design options. To mitigate the
existing physical damage to 15TH Street, three different design scenarios
were evaluated. In each case the roadway section selected was 24-feet wide
per CPA standards. However, due to the physical constraints imposed by the
existing roadside ditches, a 24-foot wide road would require the ditches to
be relocated. In the event that the City would like to avoid the relocation of
the existing roadside ditches, AWC investigated what changes this would
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warrant to the current design. The existing roadside ditches can remain in
their current location by using a 22-foot wide roadway. A 22-foot wide
roadway would of course require that a variance be made to the City's
design standards. The three different roadway designs included two
separate asphalt road options as well as a concrete roadway option. One of
the asphalt road designs includes removing the existing open ditches
running parallel to 15TH Street and replacing them with a storm sewer system.
The three different design scenarios were categorized as follows.
1. Option 1: Concrete pavement with open ditches
2. Option 2: Asphalt pavement with open ditches
3. Option 3: Asphalt pavement with concrete curb and gutter
The paving sections and cost estimates were based upon recommendations
in Geotechnical Report No. 18063 by T&N Laboratories and Engineering in
Appendix "A" of this report. The project storm runoff was also analyzed for a
25-year storm event in a drainage analysis program to size the underground
storm sewer for Option 3. During this analysis it was determined that Option
3 is not a feasible alternative. Option 3 is attractive in that it would eliminate
the roadside ditches. However, the current elevation of the roads will not
allow enough cover for storm pipe.
All three roadway design options were analyzed for constructability, cost and
life expectancy. For constructability AWC researched all existing conditions
and utilities to mitigate any potential conflicts during design and
construction. The estimated cost of construction for each option is based
upon a compilation of average bid prices that we regularly update and have
received on local roadway projects over the last 10 years. The life expectancy
of the roadway is based upon the average life of each roadway section
design and the physical traffic observation.
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6.0 EXISTING CONDITIONS:
The existing condition of the asphalt roadway is in poor condition with many
base failures resulting in potholes and a large amount of the asphalt driving
surface has completely deteriorated. The majority of the base failure areas
are located near the intersection of Main Avenue, but they continue along
the entire roadway and affect approximately 80% of the roadway surface.
The deteriorated driving surface is mainly located on the southern edge of
the roadway for the entire length of the road.
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IMPROVEMENTS PROJECT-OPTION 1
BY: CITY OF PORT ARTHUR,TEXAS PRELIMINARY QUANTITIES/COST ESTIMATE
PROJECT: CPA-955(FOSTER ESTATES ADDN) REFERNCE TYPICAL SECTION-OPTION 1
DATE: 19 JULY 2018 PREPARED BY: AWC
ITEM ITEM TOTAL UNIT
NO DESCRIPTION UNIT QUANTITY PRICE AMOUNT
1 MOBILIZATION L.S. 1 _ $ 2,500.00 $ 2,500.00
2 REMOVE ASPH STREET PVMT&EXISTING BASE S.Y. _ 995 $ 10.00 $ 9,950.00
3 SAWCUT/REMOVE SECTION OF CONC DRIVEWAY, S.Y. 326 $ 68.00 $ 22,168.00
SIDEWALKS, &ASPHALT APPROACH (8 DRIVES &
4 SIDEWALKS)-REMOVE RCP CULVERTS (12", 15",
AND 18"=250 LF
4 6" REINFORCED CONCRETE PVMT-(24'WIDTH TYP) S.Y. 1,309 $ 45.00 $ 58,905.00
INCL APPROACH/TIE-IN w/ASPHALT AT VERA DR.
AND MAIN STREET(TXDOT MIX-TM2630 CLASS A)
5 8" LIME SUBGRADE STABILIZATION (6% MIX) S.Y. 1,434 $ 10.00 $ 14,340.00
COMPACTED IN PLACE (WILLOW AVE)
6 18" HDPE DRIVEWAY CULVERT REPLACEMENT L.F. 250 $ 64.00 $ 16,000.00
BKFL w/CEMENT STBL SAND (2 SK/TON MIX)
7 REPLACE 8 DRIVEWAYS w/5" REINFORCED CONC S.Y. 328 $ 70.00 $ 22,960.00
ON 6" FLEXIBLE BASE
8 REPLACE 4-3'WIDE SIDEWALKS w/4" REINFORCED S.Y. 24 $ 40.00 $ 960.00
CONCRETE ON 2"SAND CUSHION
9 OPEN CUT VERA DRIVE(18'-N%XING)TO INSTALL L.F. 45 $ 120.00 $ 5,400.00
AN ADDITIONAL RUN OF 18" RCP-BACKFILL
w/CEMENT STBL SAND (2 SK/TN)TO SUBGRADE
10 OPEN CUT VERA DRIVE (18'-S% XING)TO REMOVE L.F. 52 $ 155.00 $ 8,060.00
45 LF OF 18" RCP AND INSTALL DBL RUN OF 18"
RCP-BACKFILL w/CEMENT STABILIZED SAND
(2 SK/TON MIX)TO SUBGRADE
11 REPLACE OPEN CUT SECTIONS OF VERA DR. w/ S.Y. 46 $ 125.00 $ 5,750.00
8" FLEX BASE &2" HMAC ON HATELIT GEOGRID
12 GRADE/RESHAPE EXISTING ROADSIDE DITCH L.F. 700 $ 7.00 $ 4,900.00
IN CONJUNCTION WITH CULVERT PLACEMENT
13 INSTALL CONCRETE RIPRAP LINER IN ROADSIDE S.Y. 7 $ 195.00 $ 1,365.00
DITCH AT PIPE ENDS (VERA DR AND 15TH ST)
14 REMOVE/REPLACE STOP SIGN/STREET MKR EA. 1 $ 350.00 $ 350.00
15 TRAFFIC CONTROL PLAN IMPLEMENTATION L.S. 1 $ 5,500.00 $ 5,500.00
16 TPDES STORMWATER COMPLIANCE INCLUDING L.S. 1 $ 4,500.00 $ 4,500.00
SEEDING ALL DISTURBED AREAS
$ 183,608.00
10% CONTINGENCY $ 18,360.80
ESTIMATED CONSTRUCTION COST TOTAL $ 201,968.80
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IMPROVEMENTS PROJECT-OPTION 2
BY: CITY OF PORT ARTHUR, TEXAS PRELIMINARY QUANTITIES/COST ESTIMATE
PROJECT: CPA-955(FOSTER ESTATES ADDN) REFERNCE TYPICAL SECTION-OPTION 2
DATE: 19 JULY 2018 PREPARED BY: AWC
ITEM ITEM TOTAL UNIT
NO DESCRIPTION UNIT QUANTITY PRICE AMOUNT
1 MOBILIZATION L.S. 1 $ 2,500.00 $ 2,500.00
2 REMOVE ASPH STREET PVMT& EXISTING BASE S.Y. 995 $ 10.00 $ 9,950.00
3 SAWCUT/REMOVE SECTION OF CONC DRIVEWAY, S.Y. 326 $ 68.00 $ 22,168.00
SIDEWALKS, &ASPHALT APPROACH (8 DRIVES &
4 SIDEWALKS)-REMOVE RCP CULVERTS (12", 15",
AND 18"=250 LF)
4 6" LIME SUBGRADE STABILIZATION (6% MIX) S.Y. 1,525 $ 10.00 $ 15,250.00
COMPACTED IN PLACE
5 8" LIMESTONE/FLEXIBLE BASE MATERIAL TON 510 $ 58.00 $ 29,580.00
COMPACTED IN PLACE
6 2" HMAC ASPHALT MIX(24'TYP) TON 153 $ 225.00 $ 34,425.00
7 HATELIT C GEOGRID REINFOREMENT S.Y. 1,320 $ 10.00 $ 13,200.00
8 18" HDPE DRIVEWAY CULVERT REPLACEMENT L.F. 250 $ 64.00 $ 16,000.00
BKFL w/CEMENT STBL SAND (2 SK/TON MIX)
9 REPLACE 8 DRIVEWAYS w/5" REINFORCED CONC S.Y. 328 $ 70.00 $ 22,960.00
ON 6" FLEXIBLE BASE
10 REPLACE 4-3'WIDE SIDEWALKS w/4" REINFORCED S.Y. 24 $ 40.00 $ 960.00
CONCRETE ON 2" SAND CUSHION
11 OPEN CUT VERA DRIVE (18'-N%XING)TO INSTALL L.F. 90 $ 120.00 $ 10,800.00
AN ADDITIONAL RUN OF 18" RCP-BACKFILL
w/CEMENT STBL SAND(2 SK/TN)TO SUBGRADE
12 OPEN CUT VERA DRIVE (18'-S% XING)TO REMOVE L.F. 92 $ 155.00 $ 14,260.00
45 LF OF 18" RCP AND INSTALL DBL RUN OF 18"
RCP-BACKFILL w/CEMENT STABILIZED SAND
(2 SK/TON MIX)TO SUBGRADE
13 REPLACE OPEN CUT SECTIONS OF VERA DR.w/ S.Y. 46 $ 125.00 $ 5,750.00
8" FLEX BASE &2" HMAC ON HATELIT GEOGRID
14 GRADE/RESHAPE EXISTING ROADSIDE DITCH L.F. 700 $ 7.00 $ 4,900.00
IN CONJUNCTION WITH CULVERT PLACEMENT
15 INSTALL CONCRETE RIPRAP LINER IN ROADSIDE S.Y. 7 $ 195.00 $ 1,365.00
DITCH AT PIPE ENDS (VERA DR AND 15TH ST)
16 REMOVE/REPLACE STOP SIGN/STREET MKR EA. 1 $ 350.00 _ $ 350.00
17 TRAFFIC CONTROL PLAN IMPLEMENTATION L.S. 1 $ 5,500.00 $ 5,500.00
18 TPDES STORMWATER COMPLIANCE INCLUDING L.S. 1 $ 4,500.00 $ 4,500.00
SEEDING ALL DISTURBED AREAS
$ 214,418.00
10% CONTINGENCY $ 21,441.80
ESTIMATED CONSTRUCTION COST TOTAL $ 235,859.80
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7.0 CONCLUSION:
We have organized the proposed designs in a progressing order of
recommended construction based upon our field observations of existing
conditions, traffic observation, proposed designs and preliminary
construction cost estimates. We recommend Option 1 based on a high
projected durability and a relatively median construction cost. We believe
the city will experience a much longer life span over an asphalt roadway
without a tremendous additional cost and do not feel the large additional
cost of installing underground sewer improves the hydraulics of the drainage
enough to justify.
14
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VAFI ARCENEAUX WILSON &COLE
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Vii,
GEOTECHNICAL REPORT
WITH
SUBSURFACE INVESTIGATION & ENGINEERING STUDY
FOR
SUBGRADE & PAVING DESIGN RECOMMENDATIONS
AT
15th STREET RECONSTRUCTION
IN
PORT ARTHUR, TEXAS
Project No.: 18063
Job No.: 80947
Submitted to:
ARCENEAUX, WILSON & COLE
c/o Mr. Derek Graffagnino
Port Arthur, Texas
::i.:.:M�
.i. `���i
5020 Jerry Ware Dr.(SET REGIONAL AIRPORT)BEAUMONT,TX 77705
PHONE:(409)727-6291 FAX:(409)722.6961
TABLE OF CONTENTS
(Report#18063—80947)
SECTION PAGE
INTRODUCTION/SYNOPSIS 1
PROJECT DEVELOPMENT 1
SCOPE OF STUDY 2
SITE EXPLORATION 2
SOIL SAMPLING 2
GROUNDWATER CONDITIONS 3
LABORATORY TESTING PROGRAM 3
SUBSURFACE CONDITIONS 4
ANALYSIS & DISCUSSION 4
SITE PREPARATION 4
PAVEMENT SUBGRADE 5
FLEXIBLE PAVEMENT DESIGN 5
STRUCTURAL AND SELECT FILL MATERIAL 5
DRAINAGE 6
QUALITY CONTROL 6
LIMITATIONS 7
ILLUSTRATIONS
BORING LOCATION PLAN
BORING LOGS #B-1 AND B-2
KEY TO SOILS CLASSIFICATION & SYMBOLS
GENERAL NOTES
\=:=7=1' Lind & Associates, Inc. dba
Trp� & N Laboratories Engineering
5020 Jerry Wale Dr.,(SET REGIONAL AIRPORT)BEAUMONT,TX 77705
1983 PHONE:(409) 727-6291 FAX:722-6961
CLIENT: PROJECT/LOCATION:
Arceneaux, Wilson & Cole Geotechnical Investigation and Engineering
do Mr. Derek Graffagnino Study for Subgrade and Paving Design
2901 Turtle Creek Drive, Suite# 320 Recommendations for"15th Street
Port Arthur,Texas 77642 Reconstruction in Port Arthur,Texas".
Report Date: May 29,2018 Project No.: 18063
Job No.: 80947
INTRODUCTION/SYNOPSIS:
Presented herein are the results of our geotechnical study with subgrade and paving design
recommendations for the above-referenced project. Our subsurface study was authorized by
Mr. Derek Graffagnino. The subsurface investigation was performed on May 21,2018 in general
accordance with standard procedures for drilling, sampling and laboratory testing of subsurface soils
for roadway development.
Engineer of Record for this report is Jack C. Lind, P.E. - Texas Registration No. 79555.
PROJECT DEVELOPMENT:
This project will involve reconstruction of"15th Street in Port Arthur, Texas". Engineering design
recommendations will be discussed in this report.
-1-
SCOPE OF STUDY:
The objective of our study was to explore surface materials and subsurface soils conditions in the
proposed reconstruction areas and formulate geotechnical design criteria for subgrade and paving
designs. Our subsurface study included the following:
1) Drill test borings in two (2) selected locations; explore groundwater&geological
conditions and collect soil samples for laboratory testing.
2) Perform a laboratory testing program on selected soil samples to
evaluate physical and engineering properties on the subsurface soils.
3) Prepare and promulgate engineering analysis to provide geotechnical
design and construction recommendations associated with:
a) subgrade preparation for pavement,
b) paving design criteria for flexible pavement
SITE EXPLORATION:
T&N was authorized to drill two (2) soil borings to depths of four ft. (4') below existing ground
surface at locations selected by the client. Our exploration was accomplished with a buggy-mounted
rotary drilling rig. Locations of the borings are stated on the "Boring Logs" included within the
"ILLUSTRATIONS" section of this report.
SOIL SAMPLING:
Soil samples were secured continuously from ground surface to the four ft. (4') depth. Cohesive
samples were obtained by hydraulically pushing a Shelby tube sampler a distance of about two ft.
(2'). Our field sampling procedure was conducted in general accordance with provisions outlined in
"Standard Practice for Thin-Walled Tube Sampling of Soils— (ASTM D1587)".
-2-
Soil samples were collected in the field and visually classified by our geotechnician. The geo-
technician measured penetration resistance of recovered soil samples using a pocket penetrometer.
Measured penetration resistance is shown on the "Boring Logs" and was used to estimate soil
consistency. Representative portions, of each recovered soil sample, were sealed and placed into
containers;then transported to our laboratory for testing and engineering study.
GROUNDWATER CONDITIONS:
Borings were drilled "dry" utilizing flight augers and soil samplers. Groundwater was not
encountered in the borings during drilling operations. Groundwater is likely to fluctuate in upper
strata during seasonal climatic changes. Water levels measured in open boreholes may not accurately
reflect true groundwater conditions and should be considered only as approximate indications for this
report.
LABORATORY TESTING PROGRAM:
Our Laboratory testing program was performed primarily For soil classification and evaluation. The
following tests procedures were utilized in laboratory:
Testing Performed Test Procedure
Atterberg Limits (LL & PI) ASTM---D4318
Natural Water Content (%) ASTM - D2216
Unconfined Compression Test (UCS) ASTM—D2166
Percent(%)Passing#200 Sieve ASTM—D1140
Shelby Tube Samplers ASTM - D1587
Soils Classification ASTM—D2487
Results of these tests are shown on the "Boring Logs".
-3-
SUBSURFACE CONDITIONS:
The particular subsurface stratigraphy,as determined from our field and laboratory programs, is
shown in detail on the "Boring Logs". A review of these logs indicates that surface course materials
consisted of seven to eleven in. (7"— 11") of asphalt underlain with a limestone base. Below the
surface course, the soils along this portion of roadway are typically"high plastic clay" to four ft. (4')
depth. The soils exhibit a relatively uniform moisture content, with moisture contents ranging from
24%to 27%with an average shear strength of about 1275 psf..
ANALYSIS AND DISCUSSION:
The following analysis is based on data obtained from our field and laboratory test programs,project
information provided to us and our experience with similar subsurface and site conditions. The
paving designs considered in this report include; (1) milling surface asphalt, and underlying
limestone base to a depth of seven to eleven in. (7"- 11") and compacting. After initial subgrade
preparation, the proposed surface course can be placed, or(2) milling surface course as described
above,removing and stockpiling milled material, stabilizing subgrade with lime, then replacing
milled material and compacting. In lieu of using the milled material in Option 2, new limestone base
could be placed and compacted, and the existing surface course can be removed and discarded.
Design recommendations are based on typical CBR Values, related to normal vehicle traffic. Some
areas of the roadway will only receive an asphalt overlay.
SITE PREPARATION:
The surface asphalt and shell base may be milled to about a seven to eleven in. (7"- 11") depth. For
Option 1, once this material has been thoroughly milled and mixed, it should be moisture conditioned
and compacted to at least 95%of the maximum density (ASTM D698) at the optimum moisture
content,plus or minus 3%. If Option 2 is selected, either the existing surface course can be milled
and stockpiled for later use,or it can be removed and discarded, and new limestone base can be used.
With either material,the subgrade should be stabilized with approximately 6% lime by weight to a
depth of six to eight in. (6"- 8"). After stabilization, the material should be moisture conditioned and
compacted to at least 95% of maximum density at the optimum moisture content,plus 3%of minus
2%.
-4-
PAVEMENT SUBGRADE:
Our laboratory data indicate the upper soils classify as"Active Clay (CH)" by the Unified Soil
Classification System. This soil would have a subgrade modulus, k, on the order of 110 to 150 pci
and CBR Value on the order of 2 to 6.
Based on correlations of subgrade type and supporting capacity, the required pavement thickness as a
function of wheel loading for flexible paving, using conventional structural fill or base course
material, is discussed in the following sections in this report. These pavement sections will be
suitable for frequent applications of design wheel loading and infrequent loads of greater magnitude.
Adequate subgrade drainage is necessary to pavement performance in accordance with design
criteria.
FLEXIBLE PAVEMENT DESIGN:
If needed,overlay the prepared and compacted milled surface with suitable flexible base TXDOT
Item 247 Type-A, Grade 1, or equal; then place two inches (2") of Type"D"HMAC pavement
surface. Reference: TXDOT Item 340. The HMAC mix designs for job mix formulas should be
prepared and submitted by qualified testing laboratory experienced in TXDOT 340 Design Methods.
STRUCTURAL & SELECT FILL MATERIALS:
If needed, select fill should be homogeneous soil, free of organic matter and rocks larger than two
inches (2") in diameter. Select fill should have an "Atterberg Plasticity Index"between eight and
twenty(8—20), with a "Liquid Limit"of forty(40) or less. Delivered fill materials should have a
moisture content no greater than six percent(6%) above optimum.
-5-
DRAINAGE:
The importance of drainage to the proper operation and function of any pavement cannot be
overemphasized. The pavement and subgrade surface should be raised above adjacent grade, if
practical and properly sloped into drainage inlets or lateral ditches. Water should not be allowed to
stand on/or adjacent to the pavement whereby the subgrade may become saturated. If the pavement
sublayers do become saturated, the bearing capacity will be greatly reduced and the useful life of the
pavement will be decreased. Periodic inspections and repair of cracks in pavement sections should
be performed as a part of future facility maintenance. All grades must be adjusted to provide positive
drainage away from the structure. Where paving or flatwork abuts the structure,care should be taken
to insure joint is properly sealed.
QUALITY CONTROL:
Construction inspection with field quality control tests should be planned and performed to verify
materials and placement in accordance with the project requirements. In-place density tests, HMAC
production and concrete strength quality should be maintained during construction. T&N
Laboratories & Engineering will be pleased to provide these services and will assist with the
inspection,planning and scheduling for Quality Control Testing, etc. with documented reports for
permanent records. T&N Laboratories & Engineering maintains "state-of-the-art" lab and field
test equipment for these types of services.
-6-
LIMITATIONS:
The report writer warrants that findings, conclusions, specifications or professional advice
contained herein have been promulgated after being prepared in accordance with generally
accepted practice in the field of foundation engineering and material test evaluation. No other
warranties are implied or expressed. A review and evaluation of its contents by the undersigned
acknowledges this report as an engineering document in general accordance with stated limitations.
We appreciate this opportunity to provide our engineering services for this project. Please let
us know should you require additional data or information. Thanks for Your Support!
Respectfully submitted by,
LIND & ASSOCIATES, INC. dba
T&N LABORATORIES & ENGINEERING
-;‘ry. * %Wel,
z
Tack C. ind, P.E. JACK C. LIND
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Vice-President /Engineering i
79555
'•�'�OISfEitso ./ 45 �, fla
4•• Yip ti pgRa
Copies: l —Derek Graffagnino (Via Email)
I —Keeston Cole(Via Email)
1 -T&N File#18063
JCLldjb
-7-
evevILLUSTRATI * NSfur4
GEOTECHNICAL BORE LOCATIONS
Bore a Northing Eastfng
1 13920481.1516 3583874.5353
2 13920604.5268 3583966.1432
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GEOTECHNICAL BORE LOCATIONS
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CITY OF PORT ARTHUR
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srs re H.Ru^ lilt'AVIV;r7NA7p
a DATE MAY 2018 SCALE NTS ORA:`.•11: DBT t
27[1 Turt'e Cee V.Drive,Suile 520 401.724•78e8 Port arthta.TX 77C 42 ,xcxn�c4tn P 0J.No.: CPA-960 DESIGN: ECM CHEC1`ED: KXC
T&N LABORATORIES& ENGINEERING
LOG OF BORING NO. B-1
FILE NO.: 18063-80947 - Arceneaux,Wilson&Cole
PROJECT: Geotechnical Investigation for 15th Street in Port Arthur,Texas
DATE: 05121/18 TYPE: 3" CORE LOCATION: See Boring Location Plan
FIELD DATA LABORATORY TEST RESULTS
Depth. Sample SPT/ MIC U.W. -200 Liquid Plasticity P.P. U.C.
Ft. Svmb. .11p/ Pet. Sieve% Limit Index Tsf. Tsf. STRATUM DESCRIPTION
-0-
1"Ashpalt&10'Limestone Base
-1- Very Stiff Dark Brown 6:Dark Gray Clay(CH)
-2- ST 27 95 74 47 2.25 1.31
-Gray&Brossnti02'--P
-3-
-4- ST 24 90 64 39 2.00
•
-5
•
-6-
-7-
-8-
-9-
-10-
•
LOG OF BORING NO. B-2 •
FIELD DATA •
• LABORATORY TEST RESULTS
Depth. Sample SPT/ M1C U.W. -200 Liquid Plasticity P.P. U.C.
Ft. vi5 % Pcf. Sieve% Limit Index Tsf. Tsf. STRATUM DESCRIPTION
-0-
1"Ashpall&6"Limestone Base
-1- Very Stiff Dark Gray Clay(CH)
-2- ST 27 96 94 70 44 2.25 1.24
-3- -Tan&Gray(4)2'-4'
-4- ST 25 61 37 1.50
•
-5-
-6-
-7-
-8-
-9-
-10-
T&N Laboratories
IT/JEFFERSON COURTY AIRPORT
Ka_TOND SY� L
SOIL TYPE SAMPLE TYPE
Sand Silt Cia
goiIII ► .
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Gravel Sandy Silty Clayey
Predominant type shown heavy Undisturbed Rock Core Split No
Spoon Recovery
SOIL GRAIN SIZE
U. S.Standard Sieve
3' 314" 4 10 40 200
Boulders Cobbles Gravel Sand Sft Clay
Coarse Fine Coarse Niediumj Fine
152 762 19.1 4.76 2.00 0.420 0,074 0.002 (mm)
PLASTICITY CHART
60
50
CH
40
Plasticity Index 30
eJ(` OH and SEH
20
CL
10 CL- AL
jfiril iri% ML and
01 9L •
0 10 20 30 40 50 80 70 80 90 100
Liqukf Limit
RELATIVE DENSITY
CONSISTENCY OF COHESIVE SOILS OF COKESIONLESS SOILS
Penetration Penetration
Resistance, Cohesion, Plasicty Degree of Resistance, Relative
bloin per foot Consistency TSF Index Ptastcty blows per foot Density
0 - 2 Very Soft 0 - 0.125 0 - 5 None 0 -4 Very Loose
2 - 4 Soft 0.125 - 0.25 5 - 10 Low i 4 - 10 Loose
4 - 8 Firm 0.25 - 0.5 10 - 20 Moderate ! 10 - 30 Medium Dense
8 - 15 Stiff 0.5 - 1.0 20 - 40 Plastic 30 - 50 Dense
15 - 30 Very Stiff 1.0 - 2.0 > 40 Highly Plastic > - 50 eery Dense
> 30 Hard > 2.0
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SAMPLE IDENTIFICATION
I
The Unified Soil Classification System is used to identify the soil unless
otherwise noted.
I SOIL PROPERTY SYMBOLS
1 N: Standard"N"penetration: Blows per foot of a 140 pound hammer falling
JI 30 inches on a 2 inch O.D.split-spoon. ti
11 Qu: Unconfined compressive strength.TSF li
I Op: Penetrometer value,unconfined compressive strength, TSF
I
IMc: Water content, %
1 I
1 LL: Liquid limit. %
I PI: Plasticity Index, % '
1ii
;S d: Natural dry density, PCF 1
I
1 • Apparent groundwater level at time noted after completion.
III
�
DRILLING AND SAMPLING SYMBOLS I
! SS: Split-Spoon - 1 3/8" I.D., 2" O.D., except where noted. 11
I ST: Shelby Tube • 3" O.D., except where noted. i'
!. AU: Auger Sample.
I DB: Diamond Bit. 11
ii CB: Carbide Bit.
WS: Washed Sample.
RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
ITERM (NON-COHESIVE SOILS) STANDARD PENETRATION RESISTANCE
Very Loose 0 - 2 t
Loose 2 - 4
Slightly Compact 4 - 8
Medium Dense 8 - 1 6
Dense 1 6 - 26
1 Very Dense Over 26
i TERM (COHESIVE SOILS) Qu- (TSF)
I Very Soft 0-0.25
Soft 0.25 0.50 i
liFirm (Medium) 0.50- 1 .00
II Stiff 1 .00 - 2.00
Very Stiff 2.00- 4.00
li Hard 4.00+
11 PARTICLE SIZE I
i
I
f Boulders 8 in. + CoarseII
Sand 5mm-0.6mm Siit 0.074mm-O.005nnn
Cobbles 8 in. 3 in. Medium Sand 0.5mm 0.2mm Clay -0.005mm i
IGrave! 3 in.-5mm Fine Sand 0.2mm-0.074mm i1
1: