HomeMy WebLinkAboutPR 20401: ACCEPTANCE OF PRELIMINARY ENGINEERING REPORT FOR WILLOW AVENUE FROM 60TH STREET TO MAPLE AVENUE 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 Willow Avenue from 60th
Street to Maple Avenue
Introduction:
Presentation of the Preliminary Engineering Report for Willow Avenue and possible action to
have the City Council's approval and acceptance of the Preliminary Engineering Report with
the recommendations as presented.
Background:
Willow Avenue from 60th Street to Maple Avenue is part of the Year 1 Street Program which
was awarded to Arceneaux, Wilson and Cole, LLC for design per Resolution No. 18-185. 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 x Port Arthur,Texas 77641-1089 x 409.983.8182 x FAX 409.983.8294
PRELIMINARY ENGINEERING REPORT
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WILLOW AVENUE
FROM
60TH STREET TO MAPLE AVENUE
PRELIMINARY ENGINEERING REPORT
for
CITY OF PORT ARTHUR
Port Arthur,Jefferson County,Texas
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KEESTAN X. COLE
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JULY 17, 2018
ARCENEAUX WILSON & COLE
2901 Turtle Creek Drive, Suite 320
Port Arthur, Texas 77642
OFF: (409) 724-7888 FAX: (409) 724-1447
www.awceng.com
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Table of Contents
Executive Summary 1
Introduction 2
Existing Conditions 6
Cost Estimates 7
Conclusion 14
Appendix"A" 15
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Executive Summary
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The City of Port Arthur, Texas (CPA) authorized Arceneaux Wilson & Cole LLC
(AWC) in Resolution No. 18-185 on May 8, 2018 to provide roadway design services
for Willow Avenue from 60th Street to Maple Street. AWC conducted a physical
inspection of Willow Avenue and the surrounding area. During this inspection a
significant amount of physical damage was observed as the road is failing in
multiple places, numerous potholes have formed and been patched creating a
bumpy and uneven surface, surface cracking and driving surface deterioration. All
damage to the street was recorded and documented 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. AWC conducted a
topographic survey, reviewed utility maps, made "811" utility locates, conducted
geotechnical borings and analyzed the storm sewer runoff to prepare three
preliminary design options. Option 1 consists of a 6" concrete roadway and open
road side ditches for drainage, Option 2 consists of asphalt pavement roadway and
open road side ditches for drainage and Option 3 consists of asphalt roadway,
concrete curb and gutter and underground storm sewer system for drainage. 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.
Our preliminary cost estimate for Option 1 is approximately $496,866.70.
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Introduction
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Willow Avenue is a small residential road (approx. 1,100 L.F.) located in the
Vista Village subdivision. The North end of Willow is perpendicular to 60th
Street and the South end is connected to Maple Street. 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
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 extent of utility services in the project
vicinity. The city's water utilities map detailing the location of domestic water
lines show that there are no water lines located on Willow Avenue. However,
there is a 6-inch water line running parallel to Willow in the alley on the east
and west side of the street. The city's sanitary sewer utilities map also
indicated that there is a 8-inch sanitary sewer line running along Willow in
the ROW but should not interfere with the construction of the roadway. 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 Willow Avenue. The firm performed an "811" locate for
existing utilities during this phase of the 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
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recommendations for strengthening the soil as well as providing minimum
specifications on which to base the different pavement designs. This
geotechnical report is included in Appendix "A" of this report.
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. 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 potholes and deteriorated driving surface
affect approximately 90% of the roadway surface. During our field
observation we also noted that there is no current fire protection on any
portion of this street, therefore we have included adding a 6-inch waterline
to provide fire protection to the citizens on this street in our construction
estimate.
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 Willow Avenue, 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
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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
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. All cost estimates provided are based upon a 24-foot
roadway and relocating the existing roadside ditches. 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 Willow Avenue 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. 18062 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 Autodesk Storm and Sanitary Analysis program to size
the underground storm sewer for Option 3.
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
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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. According to the Federal
Highway Administration the average life expectancy of a concrete roadway
for city pavements is 30 years compared to 15 years for asphalt pavement.
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Existing Conditions
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The existing condition of the asphalt roadway is in poor condition with many base
failures resulting in potholes and a large amount asphalt driving surface has
completely deteriorated. The base failure areas are located along the entire
roadway and affect approximately 90% of the roadway surface. The deteriorated
driving surface is mainly located on the outer edges of the roadway for the entire
length of the road.
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WILLOW AVENUE
IMPROVEMENTS PROJECT-OPTION 1
BY: CITY OF PORT ARTHUR,TEXAS PRELIMINARY QUANTITIES/COST ESTIMATE
PROJECT: CPA-955(EL VISTA ADDITION) 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 S 5,000.00 $ 5,000.00
2 REMOVE ASPH STREET PVMT&EXISTING BASE S.Y. _ 2,160 S 10.00 $ 21,600.00
3 DEMO EXISTING ASPH/ROCK DRIVEWAYS AND EA. 21 S 800.00 $ 16,800.00
REMOVE RCP CULVERTS(12",15"&18"=377 LF)
4 SAWCUT/REMOVE SECTION OF CONC DRIVEWAY S.Y. I 291 I S 68.00 1 S 19,788.00
&ASPHALT APPROACH(12 DRIVES)INCLUDING
REMOVAL OF RCP CULV(12",15",18"=394 LF)
5 DEMO EXISTING JUNCTION BOX/STORM INLETS EA. I 3 I S 1,000.00 I $ 3,000.00
AT MAPLE STREET INTERSECTION
6 OPEN CUT WILLOW AVE(18'WIDE)TO REMOVE L.F. I 28 S 60.00 I $ 1,680.00
28 LF OF 30"RCP-BKFL w/SELECT FILL MATERIAL
COMPACTED IN LIFTS TO 95%SPD TO SUBGRADE
7 EXCAVATE&REMOVE 35 LF OF 18 RCP UNDER L.S. 1 S 1,200.00 I $ 1,200.00
WILLOW AVE AT 60TH ST INTERSECTION
8 INSTALL DBL RUN OF 18"RCP UNDER WILLOW AT L F. I 55 I S 130.00 1 $ 7,150.00
60TH ST&BKFL w/CEM STBL SAND(2 SIC/TON)
9 6"REINFORCED CONCRETE PVMT-(24'WIDTH TYP) S.Y. I 3,C35 I S 45.00 1 $ 136,575.00
INCL APPROACH/TIE-IN w/ASPHALT AT MAPLE ST
AND PARTIAL APPROACH SECTION AT 60TH ST
10 10"REINFORCED CONC PVMT SECTION OVER S.Y. I 61 I $ 85.00 I $ 5,185.00
EXISTING PIPELINES,INCL APPROACH AND TIE-IN
AT 60TH STREET
11 8"LIME SUBGRADE STABILIZATION(6%MIX) S.Y. I 3,300 I $ 10.00 I S 33,000.00
COMPACTED IN PLACE(WILLOW AVE)
12 18"HDPE DRIVEWAY CULVERT REPLACEMENT L.F. I 780 1 $ 64.00 I S 49,920.00
BKFL w/CEMENT STBL SAND(2 SK/TON MIX)
13 REPLACE 33 DRIVEWAYS w/5"REINFORCED S.Y. I 655 I S 65.00 I $ 42,575.00
CONCRETE ON 6"FLEXIBLE BASE
14 REINFORCED CONCRETE JUNCTION BOX/INLET EA I 2 I S 4,800.00 I $ 9,600.00
4.5'X 5.5'
15 REINFORCED CONCRETE JUNCTION BOX/INLET EA. I 1 I $ 6,500.00 I $ 6,500.00
5.5'X 6.5'INCL TIE-IN TO EXISTING STORM SWR
16 30"HDPE STM SEWER-BKFL w/CEMENT STBL L F I 28 I S 78.00 1 S 2,184.00
SAND(2 SK/TN)TO SUBGRADE
17 OPEN CUT MAPLE ST(22')TO REMOVE 44 LF OF L.F. I 44 I S 60.00 1 $ 2,640.00
30"RCP-BACKFILL w/SELECT FILL/COMPACT IN
LIFTS TO 95%SPD TO SUBGRADE
18 OPEN CUT MAPLE ST(22')TO INSTALL 36"HDPE L.F. I 55 I S 140.00 1 $ 7,700.00
STORM SEWER/BACKFILL w/CEMENT STABILIZED
SAND(2 SK/TON)TO SUBGRADE
19 REPLACE OPEN CUT SECTIONS OF MAPLE ST w/ S.Y. I 46 I $ 125.00 I S 5,750.00
8"FLEX BASE&2"HMAC ON HATELIT GEOGRID
20 GRADE/RESHAPE EXISTING ROADSIDE DITCH L.F. I 1,450 I $ 7.00 I $ 10,150.00
IN CONJUNCTION WITH CULVERT PLACEMENT
21 INSTALL 6"TAPPING TEE w/GATE VALVE ON CITY EA. I 2 I S 3,300.00 I $ 6,600.00
MAIN
22 INSTALL 6"C900 CLASS 150 WATER LINE INCL L.F. I 1.1:33 I S 23.00 I $ 26,450.00
BACKFILL/REQUIRED FITTINGS/TESTING
23 6"AWWA GATE VALVE w/ADJ CAST IRON VALVE EA. I 2 I $ 1,100.00 I $ 2,200.00
BOX AND COVER
24 CITY OF PORT ARTHUR STANDARD FIRE HYDRANT LA I 2 I_$ 4,400.00 I S 8,800.00
ASSEMBLY INCL GRADELOK/GATE VALVE/CI BOX
AND COVER/BLOCKING/SWIVEL TEE
25 REMOVE/REPLACE MAILBOXES(SINGLE POST) EA. 21 S 150.00 $ 3,150.00
26 REMOVE/REPLACE STOP SIGN/STREET MKR EA. 2 $ 350.00 $ 700.00
27 TRENCH SAFETY SYSTEM L.F. 200 S 4.00 $ 800.00
28 TRAFFIC CONTROL PLAN IMPLEMENTATION L.S. 1 $ 7,000.00 $ 7,000.00
29 TPDES STORMWATER COMPLIANCE INCLUDING L.S. 1 $ 8,000.00 $ 8,000.00
SEEDING ALL DISTURBED AREAS
$ 451,697.00
10%CONTINGENCY $ 45,169.70
ESTIMATED CONSTRUCTION COST TOTAL $ 496,866.70
PREPARED BY:
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WILLOW AVENUE
IMPROVEMENTS PROJECT-OPTION 2
BY: CITY OF PORT ARTHUR,TEXAS PRELIMINARY QUANTITIES/COST ESTIMATE
PROJECT: CPA-955(EL VISTA ADDITION) 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 5 5,000.00 $ 5,000.00
2 REMOVE ASPH STREET PVMT&EXISTING BASE S.Y. 2,160 S 10.00 5 21,600.00
3 DEMO EXISTING ASPH/ROCK DRIVEWAYS AND EA. 21 S 800.00 $ 16,800.00
REMOVE RCP CULVERTS(12",15"&18"=377 LF)
4 SAWCUT/REMOVE SECTION OF CONC DRIVEWAY S.Y. I 291 I $ 68.00 I $ 19,788.00
AND ASPHALT APPROACH(12 DRIVES)INCLUDING
REMOVAL OF RCP CULV(12",15",18"=394 LF)
5 DEMO EXISTING JUNCTION BOX/STORM INLETS EA. I 3 I $ 1,000.00 15 3,000.00
AT MAPLE STREET INTERSECTION
6 OPEN CUT WILLOW AVE(18'WIDE)TO REMOVE L F I 28 1 $ 60.00 1 $ 1,680.00
28 LF OF 30"RCP-BKFL w/SELECT FILL MATERIAL
COMPACTED IN LIFTS TO 95%SPD TO SUBGRADE
7 EXCAVATE&REMOVE 35 LF OF 18 RCP UNDER L.S. I 1 I $ 1,200.00 I $ 1,200.00
WILLOW AVE AT 60TH ST INTERSECTION
8 INSTALL DBL RUN OF 18"RCP UNDER WILLOW AT L.F. I 55 I $ 130.00 I $ 7,150.00
60TH ST&BKFL w/CEM STBL SAND(2 SK/TON)
9 6"LIME SUBGRADE STABILIZATION(6%MIX) S.Y. I 3,635 I $ 10.00 I $ 36,350.00
COMPACTED IN PLACE
10 8'LIMESTONE/FLEXIBLE BASE MATERIAL TON I 1,200 I $ 58.00 15 69,600.00
COMPACTED IN PLACE
11 2"HMAC ASPHALT MIX(24'TYP) TON 362 $ 220.00 S 79,640.00
12 HATELIT C GEOGRID REINFOREMEN S.Y. 3,240 $ 10.00 5 32,400.00
13 4"REINFORCED CONCRETE PROTECTION SLAB S.Y. 67 S 42.00 $ 2,814.00
OVER EXISTING PIPELINE CROSSING
14 18"HDPE DRIVEWAY CULVERT REPLACEMENT L.F. I 780 I S 54.00 I S 42,120.00
BKFL w/CEMENT STBL SAND(2 SK/TON MIX)
15 REPLACE 33 DRIVEWAYS w/5"REINFORCED S.Y. I 655 I S 65.00 15 42,575.00
CONCRETE ON 6"FLEXIBLE BASE
16 REINFORCED CONCRETE JUNCTION BOX/INLET EA. I 2 I S 4,800.00 1 S 9,600.00
4.5'X 5.5'
17 REINFORCED CONCRETE JUNCTION BOX/INLET EA. I 1 S 6,500.00 I $ 6,500.00
5.5'X 6.5'INCL TIE-IN TO EXISTING STORM SWR
18 30"HDPE STM SEWER-BKFL w/CEMENT STBL L.F. I 28 I S 78.00 I S 2,184.00
SAND(2 SK/TON TO SUBGRADE
19 OPEN CUT MAPLE ST(22')TO REMOVE 44 LF OF L.F. 1 44 I S 60.00 I S 2,640.00
30"-BACKFILL w/SELECT FILL/COMPACT IN LIFTS
TO 95%SPD TO SUBGRADE
20 OPEN CUT MAPLE ST(22')TO INSTALL 36"HDPE L.F. I 55 I S 140.00 I S 7,700.00
STORM SEWER/BACKFILL w/CEMENT STABILIZED
SAND(2 SK/TON TO SUBGRADE
21 REPLACE OPEN CUT SECTIONS OF MAPLE ST w/ S.Y. I 46 I S 125.00 I $ 5,750.00
8"FLEX BASE&2"HMAC ON HATELIT GEOGRID
22 INSTALL CONCRETE REINFORCED BLOCKOUT L.S. I 1 15 900.00 I $ 900.00
AROUND MANHOLE RING IN PAVEMENT
23 GRADE/RESHAPE EXISTING ROADSIDE DITCH L.F. I 1,450 15 7.00 I $ 10,150.00
IN CONJUNCTION WITH CULVERT PLACEMENT
24 INSTALL 6"TAPPING TEE w/GATE VALVE ON CITY EA. I 2 I $ 3,300.00 15 6,600.00
MAIN
25 INSTALL 6"C900 CLASS 150 WATER LINE INCL L.F. I 1.150 I S 23.00 I S 26,450.00
BACKFILUREQUIRED FITTINGS/TESTING
26 6"AWWA GATE VALVE w/ADJ CAST IRON VALVE EA. I 2 I S 1,100.00 I $ 2,200.00
BOX AND COVER
27 CITY OF PORT ARTHUR STANDARD FIRE HYDRANT EA. I 2 I S 4,400.00 I $ 8,800.00
ASSEMBLY INCL GRADELOK/GATE VALVE/CI BOX
AND COVER/BLOCKING/SWIVEL TEE
28 REMOVE/REPLACE MAILBOXES(SINGLE POST) EA. 21 $ 150.00 $ 3,150.00
29 REMOVE/REPLACE STOP SIGN/STREET MKR EA. 2 $ 350.00 5 700.00
30 TRENCH SAFETY SYSTEM L.F. 200 5 4.00 $ 800.00
31 TRAFFIC CONTROL PLAN IMPLEMENTATION L.S. 1 $ 7,000.00 $ 7,000.00
32 TPDES STORMWATER COMPLIANCE INCLUDING L.S. 1 5 8,000.00 $ 8,000.00
SEEDING DISTURBED AREAS
$ 490,84t00
10%CONTINGENCY 5 49,084.10
ESTIMATED CONSTRUCTION COST TOTAL $ 539,925.10
PREPARED BY:
} aiw�c
ARCENEAUX WILSON&COLE
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WILLOW AVENUE
IMPROVEMENTS PROJECT-OPTION 3
BY: CITY OF PORT ARTHUR,TEXAS PRELIMINARY QUANTITIES/COST ESTIMATE
PROJECT: CPA-955(EL VISTA ADDITION) REFERNCE TYPICAL SECTION-OPTION 3
DATE 19 JULY 2018 PREPARED BYE AWC
ITEM ITEM TOTAL UNIT
NO DESCRIPTION UNIT QUANTITY PRICE AMOUNT
1 MOBILIZATION LS. 1 s 5,500.00 $ 5,500.00
2 REMOVE ASPH STREET PVMT&EXISTING BASE S.Y. 2,160 $ 10.00 $ 21,600.00
3 DEMO EXISTING ASPWROCK DRIVEWAYS AND EA 21 $ 800.00 S 16,800.00
REMOVE RCP CULVERTS(12",15"&18"=377 LF)
4 SAWCUT/REMOVE SECTION OF CONC DRIVEWAY S.Y. I 291 1$ 68.00 1 S 19,788.00
AND ASPHALT APPROACH(12 DRIVES)INCLUDING
REMOVAL OF RCP CULV(12".15",18"=394 LF)
5 DEMO EXISTING JUNCTION BOX/STORM INLETS EA. 1 3 I$ 1,000.00 I$ 3.000.00
AT MAPLE STREET INTERSECTION
6 OPEN CUT WILLOW AVE(18'WIDE)TO REMOVE L.F. 1 28 I$ 60.00 $ 1,680.00
28 LF OF 30"RCP-BKFL wICEMENT STBL SANG
(2 SK/TON MIX)TO SUBGRADE
7 EXCAVATE&REMOVE 35 LF OF 18 RCP UNDER L.S. I 1 I$ 1,200.00 I $ 1,200.00
WILLOW AVE AT 60TH ST INTERSECTION
8 INSTALL DBL RUN OF 18"RCP UNDER WILLOW AT L.F. 1 56 1$ 130.00 I$ 7,150.00
60TH ST&BKFL w/CEM STBL SAND(2 SK/TON)
9 6"-8"LIME SUBGRADE STABILIZATION(6%MIX) S.Y. 1 4,020 I$ 10.00 1$ 40,200.00
COMPACTED IN PLACE
10 6"-8"CEMENT STEL BASE UNDER CONCRETE TON 1 270 I$ 70.00 I$ 18,900.00
CURB/GUTTER SECTION COMPACTED IN PLACE
11 8"LIMESTONE/FLEXIBLE BASE MATERIAL UNDER TON 1 1,130 1$ 58.00 I $ 65,540.00
STREET PVMT-COMPACTED IN PLACE
12 2"HMAC ASPHALT MIX(24'TYP) TON 260 $ 220.00 $ 57,200.00
13 HATELIT C GEOGRID REINFOREMENT S.Y. 3,020 $ 10.00 $ 30,200.00
14 4"REINFORCED CONCRETE PROTECTION SLAB S.Y. 70 $ 42.00 $ 2,940.00
OVER EXISTING PIPELINE CROSSING
15 6"REINFORCED CONCRETE CURB AND GUTTER L.F. I 2,160 1$ 8.00 I S 17,280.00
SECTION(18"TYP WIDTH)-(520'WITHOUT CURB)
16 REPLACE 33 DRIVEWAYS w/5"REINFORCED S.Y. 1 565 1 S 65.00 1$ 36,725.00
CONCRETE ON 6"FLEXIBLE BASE
17 OPEN CUT MAPLE ST(27 WIDE)TO REMOVE 44 LF L.F. 1 44 I S 60.00 I$ 2,640.00
OF 30"RCP&BACKFILL w/SELECT MATERIAL
COMPACTED TO 95%SPD TO SUBGRADE
18 OPEN CUT MAPLE ST(22'WIDE)TO INSTALL 36" L.F. I 55 I$ 140.00 I$ 7,700.00
HOPE STORM SEWER/BACKFILL wICEMENT STBL
SAND(2 SK/TON MIX)TO SUBGRADE
19 REPLACE OPEN CUT SECTIONS OF MAPLE ST w/ S.Y. I 46 I$ 125.00 I$ 5,750.00
8"FLEX BASE&2"HMAC ON HATELIT GEOGRID
20 REINFORCED CONCRETE JUNCTION BOX/INLET EA. I 1 1$ 6,500.00 I$ 6,500.00
5.5'X 6.0'INCL TIE-IN TO EXISTING STORM SWR
21 REINFORCED CONCRETE CATCH BASIN/INSLET EA. I 2 I$ 5.500.00 I $ 11,000.00
(TXDOT TYPE C)w/SINGLE THROAT EXTENTION
22 REINFORCED CONCRETE CATCH BASIN/INSLET EA 1 4 1$ 4,500.00 1$ 18,000.00
(TXDOT TYPE C)w/SINGLE THROAT EXTENTION
23 18"HDPE CULVERTS OUTSIDE OF PAVEMENT L.F. I 40 I$ 50.00 I $ 2,000.00
TO PICK UP ROADSIDE DITCH AT MAPLE STREET
24 18"HDPE STM SEWER-BACKFILLED wICEMENT L.F. I 80 1$ 64.00 15 5,120.00
STABILIZED SAND(1.5 SK/TON)TO SUBGRADE
25 30"HDPE STM SEWER-BACKFILLED w/CEMENT L.F. I 440 I$ 85.00 I $ 37,400.00
STABILIZED SAND(2 SK/TON)
26 36"HDPE STM SEWER-BACKFILLED w/CEMENT L.F. I 360 I$ 105.00 1$ 37,800.00
STABILIZED SAND(2 SK/TON)
27 INSTALL CONCRETE REINFORCED BLOCKOUT L.S. 1 1 1 5 900.00 I$ 900.00
AROUND MANHOLE RING IN PAVEMENT
28 INSTALL 6"TAPPING TEE w/GATE VALVE ON CITY EA. 1 2 1 5 3,300.00 I$ 6,600.00
MAIN
29 INSTALL 6"C900 CLASS 150 WATER LINE INCL L.F. I 1,150 I$ 23.00 I $ 26,450.00
BACKFILL/REQUIRED FITTINGS/TESTING
30 6"AWWA GATE VALVE w/ADJ CAST IRON VALVE EA. 1 2 1$ 1,100.00 I $ 2,200.00
BOX AND COVER
31 CITY OF PORT ARTHUR STANDARD FIRE HYDRANT EA. I 2 Is 4.400.00 1 5 8,800.00
ASSEMBLY INCL GRADELOK/GATE VALVE/CI BOX
AND COVER/BLOCKING/SWIVEL TEE
32 BACKFILL EXISTING DITCHES w/SELECT FILL AND C.Y. 1 460 I$ 30.00 I $ 13,800.00
COMPACT TO SPD-GRADE TO BACK OF CURB
33 REMOVE/REPLACE MAILBOXES(SINGLE POST) EA 21 $ 150.00 $ 3,150.00
34 REMOVE/REPLACE STOP SIGN/STREET MKR EA. 2 $ 350.00 5 700.00
35 TRENCH SAFETY SYSTEM L.F. 800 $ 4.00 $ 3,200.00
36 TRAFFIC CONTROL PLAN IMPLEMENTATION L.S. 1 $ 7,000.00 $ 7,000.00
37 TPDES STORMWATER COMPLIANCE INCLUDING L.S. 1 $ 8,000.00 $ 8,000.00
SEEDING DISTURBED AREAS
$ 560,413.00
5%CONTINGENCY $ 28,020.65
ESTIMATED CONSTRUCTION COST TOTAL $ 588,433.65
PREPARED BY:
41)CIWC
ARCEEAUX WIONCOLE
Q'1Engneerng\Projeds4CPASSSCPA-955 Wicw Ave Reeab'OPT 3.>as
III k
LYN
ri I r
r
Conclusion
1 111
i A
• cEAUXWLSON&coLE
Al
engineering I surveying I planning
41% awn
TA. .
..
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.
"IL
LA!
Far
Appendix "A"
•
11110011
4IcEAUXWILSONcLE
engineering I surveying I planning
Since Lind & Associates, Inco dba
T & N Laboratories & Engineering
"Cotnn:on Sense Engineering"
/983
GEOTECHNICAL REPORT
WITH
SUBSURFACE INVESTIGATION & ENGINEERING STUDY
FOR
SUBGRADE & PAVING DESIGN RECOMMENDATIONS
AT
WILLOW AVENUE RECONSTRUCTION
IN
PORT ARTHUR, TEXAS
•
Project No.: 18062
Job No.: 80931
Submitted to:
ARCENEAUX, WILSON & COLE
c/o Mr. Derek Graffagnino
Port Arthur, Texas
•
May 2018 ` f;. :.: ?` I ```'-_ f
.- ..
5020 Jerry Ware Dr.(SET REGIONAL AIRPORT)BEAUMONT,TX 77705
PHONE:(409)727-6291 FAX:(409)722-6961
TABLE OF CONTENTS
(Report #18062—80931)
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 THROUGH B-3
KEY TO SOILS CLASSIFICATION & SYMBOLS
GENERAL NOTES
s�„ a Lind & Associates, Inc. dba
T & N Laboratories & Engineering
• 5020 Jerry Ware 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"Willow Avenue
Port Arthur,Texas 77642 Reconstruction in Port Arthur,Texas".
Report Date: May 29,2018 Project No.: 18062
Job No.: 80931
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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 18, 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"Willow Avenue 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 three (3) 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 geotecluiicaI
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 three(3) 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— 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& PJ ASTM—D4318
Natural Water Content(%) ASTM - D2216
Unconfined Compression Test (UCS) ASTM—D2166
Percent(%)Passing#200 Sieve ASTM—D l 140
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 about four in. (4") of asphalt underlain with a limestone base. Below the surface course,
the soils along this portion of roadway are typically "medium to high plastic clay" to four ft. (4')
depth. The soils exhibit a relatively uniform moisture content, with moisture contents ranging from
21%to 35%with an average shear strength of about 1900 psi.
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. Due to
minimal thickness of surface course materials, the paving designs considered in this report include;
(1)milling surface course material to four in. (4") depth,removing and stockpiling milled material,
stabilizing subgrade with lime, then replacing milled material and compacting, then adding an
additional four in. (4") of limestone base and compacting or(2) In lieu of using the milled material in
Option 1, 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 four in. (4") depth. Either the existing
surface course can be milled and stockpiled for later use (Option 1), or it can be removed and
discarded(Option 2), and new limestone base can be used. With either option, 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%. After completion of stabilization, the
selected flexible base should be placed, moisture conditioned, and compacted to at least 95% of
maximum density at the optimum moisture content, plus or minus 3%.
-4-
PAVEMENT SUBGRADE:
Our laboratory data indicate the upper soils classify as"Active Clay (CL/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:
Overlay the prepared and compacted lime stabilized subgrade with milled surface course and/or
suitable flexible base TXDOT Item 247 Type-A, Grade 1,or equal; thenplace 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
`�tC::tCtCSttl'e
Jack Lind, P.E.
� JACK C. E.1Na
Vice-President/Engineering .p w�:. .
79555 r,.f J:
1 5723/03
`tctS,SCt960`�C
Copies: 1 - Derek Graffagnino(Via Email)
-Keeston Cole(Via Email)
1 - T&N File#18062
JCUdjb
-7-
evivILLUST :\.-
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\, GEOTECHNICAL BORE LOCATIONS
Bore it Northing Easting
1 13906045.0849 3552363.5407
2 13905877,3065 3552589.2671
3 13905709.5282 3552814.9935
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GEOTECHNICAL BORE LOCATIONS 1
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6
', rs ARCEt'E UX 1';9LSON&COLE JEFFERSON COUNTY,TEXAS
rp r*w na $..r*•,--a F':r.rirp
DATE: MAY 2018 SCALE NTS DRAWN: DBT
2401 Tnrr•Crrur.Drive,Suao 120 40..724.7&e8 PROJ.No.: CPA-955 DESIGN: KXC CHECKED: KXC
fort Arth-r,IX 77642 rr,ceRr7.<un
T&N LABORATORIES&ENGINEERING
LOG OF BORING NO. B-i
FILE NO.: 18062.80931 - A rceneaux,Wilson&Cole
PROJECT: Geotechnical Investigation for Willow Avenue in Port Arthur,Texas
DATE: 05/18/18 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. S Itaf % Esi Sieve% Limit Index Tsf. Tsf, STRATUM DESCRIPTION
112"Ashpalt&3 112"Limestone Base
-1- 3
Very Stiff Black&Gray Clay(CH)
- 21 104 51 28 4.00 2.25
-Gray&Brown 6i)2'-4'
-3-
-4- ST - 26 98 69 43 2.00
-5-
-6-
-7-
-9-
-10-
LOG OF BORING NO. B-2
FIELD DATA
LABORATORY TEST RESULTS
Depth. Sample SPT/ U.W. -200 Liquid Plasticity PS. U.C.
Ft. Stmts. Qjf % Pcf. Sieve% Limit Index Tsf, Tsf. STRATUM DESCRIPTION
1/2"Ashpalt&3 1/2"Limestone Base
-1-
Very Stiff Dark Gray&Black Silty Clay(CL)
-2- ST - 21 105 95 33 19 3.00 1.69
Stiff Gray&Brown Clay(CH)
-3-
-4- ST - 35 69 43 LOU
-5-
-6-
-7-
-8-
-
T&N LABORATORIES& ENGINEERING
LOG OF BORING NO. B-3
FILE NO.: 18062-80931 - Arceneaux,Wilson&Cole
PROJECT: Geotechnical Investigation for Willow Avenue in Port Arthur,Texas
DATE: 05/18/18 TYPE: 3" CORE LOCATION: Sec Boring Location Plan
FIELD DATA • LABORATORY TEST RESULTS
Depth. Sample SPT/ U.W. -200 Liquid Plasticity P.P. U.C.
FL Synth. flf % Pcf. Sic'.e% Limit Index Tsf. Tsf. STRATUM DESCRIPTION
-0- 112"Ashpalt&3' Limestone Base
-3- Very Siff Dark Gray&Brown Clay(CH)
-2- ST - 21 103 - _ 54 30 3.00 1.78
-Stiff Gray&Br0111 2' 4'
-3- •
-4- ST - 33 97 85 55 1.50
-5-
-6-
-7-
-8-
-9-
-10-
•
wM CRUZ r;
T&N Laboratories
JEFFERSOW COMM'AIRPORT
t --0 I C •NAND SYf•+ BQLS
SOIL TYPE SAMPLE TYPE
Sand Silt Cla
t. _-
Gravel Sandy Silty Clayey
Predominant type shown heavy Undisturbed Rock Core Split No
Spoon Recovery
SOIL GRAIN SIZE
U. S. Standard Sieve
6" 3` 3/4" 4 10 40 200
Boulders Cobbles ' Gravel Sand Silt Clay
Coarse Fine JCoarseAedium Fine
152 762 19.1 4.76 2.00 0.420 0.074 0.002 (mm)
PLASTICITY CHART
50
CH '
40
Plasticity Index 30
OH end MH
20 aQ•
CL
10 CL-ML
ML and
0 �' OL
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit
RELATIVE DENSITY
CONSISTENCY OF COF€CiSiVE SOILS OFMFIESIO LES$ SOILS
Penetration Penetration
Resistance, Cohesion, Plasicity Degree of Res ence, Relative
blows per foot Consistency TSF Index Ples city blows perlQQt 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 4 - 10 Loose
4 - 8 Fin-n 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 - 20 > 40 Highly Plastic > - 50 Vet),Dense
> 30 Hard > 2.0
' i _J
't caegi6e
- , 7 i.
T 7 N Laboratories, Inc. •
--."--.7
.i 1111 '
11 \i" . GENERAL NOTES
SAMPLE IDENTIFICATION
The Unified Soil Classification System is used to identify the soil unless
otherwise noted.
I
SOIL PROPERTY SYMBOLS
IN: Standard "N"penetration: Blows per foot of a 140 pound hammer falling
1 30 inches on a 2 inch O.D.split-spoon. 1
i, 1
ii Qu: Unconfined compressive strength. TSF {{�
I
I Op: Penetrometer value,unconfined compressive strength, TSE
Mc: Water content, %
I LL: Liquid limit. °'o i
II
l Pt: Plasticity Index,
I 1
1 S d: Natural dry density, PCF
1Y • Apparent groundwater level at time noted after completion. 1111
I
DRILLING AND SAMPLING SYMBOLS .
1I
Split-Spoon - 1 3/8" I.D., 2" Q.D., except where noted. €
I� ST: Shelby Tube • 3" O.D., except where noted. (1
it AU: Auger Sample. �
i1 DB: Diamond Bit.
CB: Carbide Bit.
WS: Washed Sample. 1
fi
(f RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION
! TERM (NON-COHESIVE SOILS) STANDARD PENETRATION RESISTANCE
I
Very Loose 0- 2
Loose 2 - 4
Slightly Compact 4 -8
Medium Dense 8 - 16
Dense 16 - 26 I
IVery Dense Over 26
TERM (COHESIVE SOILS) Qu- (TSF)
l Very Soft 0 -0.25
Soft 0.25 -0.50
Firm (Medium) 0.50- 1.00
Stiff 1.00 - 2.00
Very Stiff 2.00- 4.00
I Hard 4.00+
II
1 PARTICLE SIZE i
I i
j
Boulders 8 in. -t- Coarse Sand 5mm-O.Smm Siit 0.074mm-0.005mm j1
1 Cobbles 8 in.-3 in. Medium Sand 0.Smm-0.2mm Clay -0.005mm 1
Gravel 3 in.•5mm Fine Sand 0 2mm-0.074mm j
il
i
I t
ji
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