ADDENDUM NO. 1 - Chaffey College · Readings were taken in the core explorations using a dual-mass...
Transcript of ADDENDUM NO. 1 - Chaffey College · Readings were taken in the core explorations using a dual-mass...
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Official Copy for Informal Bid No. 2019PW682 1 of 2 Addendum No. 1, May 22, 2019
ADDENDUM NO. 1
BID AND CONTRACT DOCUMENTS
FOR
INFORMAL BID No. 2019PW682
CHAFFEY COMMUNITY COLLEGE DISTRICT COLLEGE DRIVE EAST REPAIR
RANCHO CUCAMONGA, CALIFORNIA COUNTY OF SAN BERNARDINO
CHAFFEY COMMUNITY COLLEGE DISTRICT 5885 Haven Avenue
Rancho Cucamonga, CA 91737
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Official Copy for Informal Bid No. 2019PW682 2 of 2 Addendum No. 1, May 22, 2019
The following changes, additions, deletions, clarifications, or corrections shall become part of the Bid and Contract Documents for Chaffey Community College District Informal Bid No. 2019PW682, College Drive East Repair Project at the Rancho Cucamonga Campus, first detailed in the IFB dated May 8, 2019. All other terms, specifications, and conditions remain the same. Each bidder is responsible for transmitting this information to all affected subcontractors and suppliers prior to the receipt of bids. Each bidder shall acknowledge receipt of this Addendum on its Bid Form. Modifications are identified by “clouds” and the following: Deletions strikethrough
Insertions/Substitutions italic-underlined.
ITEM No. 1: ADD the CONTRACTORS QUESTIONS & ANSWERS Item No. AD-1.1 / RFC #2019PW682-1 Question: Construction note 11 on Plan sheet C2.1 indicates using CAB. At the job walk, it was mentioned that recycled base material was acceptable for use. Is CAB required for this project or is crushed miscellaneous base (CMB) an approved material to use for this project? Answer: CMB will be allowed, provided that it meets the quality requirement of Section 200-2.4 of the Greenbook. Item No. AD-1.2 / RFC #2019PW682-2 Question: In the specifications, 32 12 16 sections 2.02 (A) as well as 3.04 (A), it calls for a SC – 250 Prime Coat to be applied on the compacted subgrade. Prime coat is typically not used in California; is prime coat required for this project? Answer: Prime coat can be eliminated. ITEM No. 2; CONTRACT DOCUMENTS 1. ADD Geotechnical Pavement Investigation for College Drive - Omnitrans Transit Center to
Panther Drive dated April 16, 2019 (14 pages).
END OF ADDENDUM NO. 1 INCLUDING REFERENCED ENCLOSURE Enclosure: 1. Geotechnical Pavement Investigation for College Drive - Omnitrans Transit Center to
Panther Drive dated April 16, 2019 (14 pages).
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2015 West Park Avnue, Unit 1 ■ Redlands, California 92374 ■ Telephone 909.894.2175
Project No. T2746-99-08
April 16, 2019
Chaffey College
5585 Haven Avenue
Rancho Cucamonga, California 91737
Attention: Ms. Sarah Riley, Facilities Development
Subject: GEOTECHNICAL PAVEMENT INVESTIGATION
COLLEGE DRIVE
OMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGE
RANCHO CUCAMONGA, CALIFORNIA
Dear Ms. Riley:
In accordance with our March 19, 2019 proposal and your March 19, 2019 notice to proceed, Geocon
West, Inc. (Geocon) has prepared this letter report of our pavement investigation for College Drive at
Chaffey College in Rancho Cucamonga, California (see Vicinity Map, Figure 1). This letter presents a
summary of the methods used to core the road, existing pavement section thicknesses, results of the
laboratory testing, and our recommendations for rehabilitation of the roadway.
PROJECT UNDERSTANDING
Chaffey College is rehabilitating College Drive at their Rancho Cucamonga campus between the
Omnitrans Transit Center and Panther Drive. The approximate extent of the planned rehabilitation is
shown on Figure 2, Coring Location Map. We understand that Chaffey College plans to remove the
existing paving and replace it with a new asphalt concrete wearing surface. College Drive is one of the
main roadways through Chaffey College and supports passenger cars, busses, and maintenance vehicles.
We understand from our discussions with Valued Engineering that the estimated Traffic Index (TI) for
the roadway will be between 8 and 9.
At the time of our investigation, portions of the pavement surface for the existing street are moderately to
severely distressed. Observed pavement distress generally consists of longitudinal cracking, transverse
cracking, alligator cracking, edge cracking, patching, raveling, and weathering. The western side of
College Drive in the area of Parking Lot 7 has been recently repaved as part of the construction of the
Campus Center East Plaza project. Additionally, two areas within the southbound lane were covered
with steel plates at the time of our field work as part of a utility repair.
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Geocon Project No. T2746-99-08 - 2 - April 16, 2019
The purpose of the investigation was to observe the surficial pavement conditions, core the existing
pavement sections to measure the asphalt concrete and aggregate base thickness and perform dynamic
cone penetrometer testing of the underlying subgrade. The recommendations presented herein are
based on site observations, analysis of the data obtained during the investigation, and our experience
with similar soil and geologic conditions. If project details vary significantly from those described
herein, Geocon should be contacted to determine the necessity for review and possible revision of this
report.
SCOPE OF SERVICES
Our scope of services included the following:
• Perform reconnaissance of the site to document existing pavement conditions.
• Meet with college personal to cite core locations.
• Mark the proposed core locations and notify Underground Service Alert (USA) to locate and
mark utilities in the proposed investigation area.
• Excavate cores in the road. The existing pavement structural section thicknesses were
measured and bulk samples were collected from the subgrade.
• Perform dynamic cone penetrometer testing of the exposed soils.
• Perform laboratory testing including resistance value (R-value) and grain size distribution of
subgrade soil, and asphalt content and aggregate gradation of existing asphaltic concrete
pavements.
• Prepare this written report presenting our findings, conclusions and recommendations.
PAVEMENT CORING AND LABORATORY TESTING
Coring of College Drive was performed on March 29th, 2019. The approximate core locations are
shown on the Coring Location Map (see Figures 2). The core samples were obtained using a 6-inch
diameter diamond core barrel. The cores were drilled through the asphalt concrete, and the and into the
subgrade using hand excavation tools. Measurements of the existing pavement structural section layers
were taken in the field, and samples of the subgrade were collected for laboratory testing. The cores
and soil samples were transported to our geotechnical laboratory for analysis, and the core holes were
backfilled and capped with asphalt concrete patch. No groundwater or saturated soil was encountered
within the explorations during our investigation.
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Geocon Project No. T2746-99-08 - 3 - April 16, 2019
The pavement cores generally encountered between 3¼ and 4½ inches of asphalt concrete. Cores C-1 to
C-3 were paved over fill soils that appeared to be derived from the native material. The subgrade soils
consisted predominately of silty sand with variable amounts of gravel. Refusal was encountered in each
of the core holes on cobbles. Core C-4 encountered an imported material that appeared to be an
aggregate base. The aggregate base was measured to be 12 inches in thickness before refusal was
encountered in the core hole. Measured core and aggregate base thicknesses (if present), as well as soil
classification of the subgrade are provided in Table 1.
Readings were taken in the core explorations using a dual-mass dynamic cone penetrometer in
accordance with ASTM D6951. The tip of the probe was placed at the top of the aggregate base or
subgrade layer and an 8-kilogram mass was dropped 30 times. The penetration was recorded for every
10 drops and is presented in Table 1. The dynamic cone penetration depth is used to identify areas of
loose or soft subgrade soils that may not support the construction equipment during rehabilitation.
Typically, a penetration greater than 7 inches for 10 drops will indicate a soft subgrade. The readings
taken during our field work indicated penetration between 1.0 and 2.1 inches for 10 drops, indicating soft
or loose conditions were not encountered at the locations tested.
TABLE 1 EXISTING PAVEMENT SECTIONS OF CORES
Laboratory testing of the subgrade soil included R-value and gradation. The laboratory test results are
presented on Figures A-1 and A-2. Testing of a combined sample of the subgrade yielded an R-value test
result of 72.
Two of the core samples were tested in our laboratory to measure the asphalt binder content and the
aggregate gradation of the extracted aggregate. The test results are presented on Figures A-3 and A-4.
Core
Measured
Asphalt
Concrete
Thickness (in)
Measured
Aggregate
Base
Thickness (in)
Subgrade USCS
Classification
Dual Mass Dynamic Cone Penetrometer
Readings (inches per 10 blows)
C-1 3 ¼ 0 SM 2.0 / 1.3 / 2.0
C-2 3 ¼ 0 SM 1.8 / 1.1 / 1.1
C-3 4 0 SM 2.1 / 1.4 / 1.0
C-4 4 ½ >12 Not Encountered 1.5 / 1.9 / 2.1
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Geocon Project No. T2746-99-08 - 4 - April 16, 2019
CONCLUSIONS AND RECOMMENDATIONS
It is our opinion that soil or geologic conditions were not encountered during the investigation that
would preclude rehabilitation of the roadway provided the recommendations presented herein are
followed and implemented during construction.
The field exploration indicates that the existing pavement structural sections have asphalt concrete
thicknesses between 3¼ and 4½ inches with aggregate base encountered beneath just one of the
pavements. Based on these measurements and the R-value of the subgrade, the existing pavement
sections for cores C-1 to C-3 would be expected to provide traffic indices on the order of 4.5 to 5.0,
which would not meet the current design TI. Adding additional layers to rehabilitate the existing
pavement and increase the TI is not practical due to the height of the overlay required. The roadways
should therefore be reconstructed with new structural sections to meet the design TI.
Based on the observed subgrade conditions, cement treatment of the subgrade soils or other recycling
methods such as full depth reclamation are not feasible due to the presence of cobbles in the site soils.
Based on this, rehabilitation techniques include reconstruction of the roadway with a new asphalt
concrete pavement over aggregate base or using a full depth asphalt concrete pavement over the
existing subgrade. The project civil engineer and Chaffey College should review the proposed
rehabilitation options and select the appropriate method. Geocon can provide additional
recommendations if alternate rehabilitation strategies are being considered.
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Geocon Project No. T2746-99-08 - 5 - April 16, 2019
New Pavements – Conventional Pavement
New pavements should be constructed to meet the current design traffic loads. We have included
pavement recommendations for TIs of 8 and 9 using the street designations and minimum pavement
sections from the City of Rancho Cucamonga Standard Drawings. Geocon should be contacted for
additional recommendations if other TIs apply.
The following preliminary pavement sections in Table 2 are recommended along College Drive where
new asphalt concrete pavements are planned. Pavement thicknesses were evaluated following procedures
outlined in the Caltrans Highway Design Manual. Laboratory test results of a combined sample indicated
a subgrade R-value of 72. We evaluated the pavement sections using an R-value of 50, the maximum
allowed in the Highway Design Manual. Final pavement sections should be evaluated based on R-value
testing of the soils encountered at the pavement subgrade during construction.
TABLE 2 RECOMMENDED CONVENTIONAL PAVEMENT DESIGN SECTIONS
Roadway
Classification
Traffic Index
(TI)
Subgrade
R-Value
Asphalt Concrete
(inches)
Aggregate Base
(inches)
Secondary 8 50 5.0 5.0
Major 9 50 5.5 6.5
The upper 12 inches of the subgrade soil should be compacted to a dry density of at least 95 percent of
the laboratory maximum dry density at slightly above optimum moisture content beneath pavement
sections.
Asphalt concrete should conform to Section 203-6 of the Greenbook. Class 2 aggregate base
materials should conform to Section 26-1.02A of the “Standard Specifications of the State of
California, Department of Transportation” (Caltrans). If used, Crushed Aggregate Base (CAB) should
conform to Sections 200-2.2 of the Greenbook. Base materials should be compacted to a dry density of
at least 95 percent of the laboratory maximum dry density at slightly above optimum moisture content.
Asphalt concrete should be compacted to a density of 95 percent of the laboratory Hveem density in
accordance with ASTM D 2726.
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Geocon Project No. T2746-99-08 - 6 - April 16, 2019
New Pavements – Full Depth Asphalt Concrete
As an alternative to conventional asphalt over aggregate base pavements, full depth asphalt concrete
pavements can be used to reduce the amount of excavation into the cobbly soils. Pavement thicknesses
were determined using the Caltrans Highway Design Manual. Roadway classifications and typical
traffic indices are provided. We have used an R-value of 50 for pavement design as that is the maximum
value allowed by Caltrans. The appropriate pavement section for the roadway based on the traffic index
should be verified by the civil engineer. Geocon should be contacted if alternative traffic indices are
appropriate.
The following preliminary pavement sections in Table 3 are recommended along College Drive for full
depth asphalt concrete. Pavement thicknesses were evaluated following procedures outlined in the
Caltrans Highway Design Manual using an R-value of 50. Final pavement sections should be evaluated
based on R-value testing of the soils encountered at the pavement subgrade during construction.
TABLE 3 RECOMMENDED FULL DEPTH ASPHALT PAVEMENT DESIGN SECTIONS
Roadway Classification
Traffic Index (TI)
Subgrade R-Value
Asphalt Concrete(inches)
Aggregate Base (inches)
Secondary 8 50 8.0 0
Major 9 50 9.5 0
Prior to placing asphaltic concrete, the upper 1 foot of subgrade surface soils should be moisture
conditioned to optimum moisture content and compacted to at least 95 percent of the laboratory
maximum dry density as evaluated by ASTM D1557.
Asphalt concrete materials should conform to Section 203-6 of the Greenbook. Asphalt concrete should
be compacted to a density of 95 percent of the laboratory Hveem density in accordance with
ASTM D2726.
General
The performance of pavements is highly dependent on providing positive surface drainage away from
the edge of the pavement. Ponding of water on or adjacent to the pavement surfaces will likely result
in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to
controlled drainage structures. Landscape areas adjacent to the edge of pavements are not
recommended due to the potential for surface or irrigation water to infiltrate and cause distress.
Where such a condition cannot be avoided, consideration should be given to incorporating measures
that will significantly reduce the potential for subsurface water migration into the subgrade.
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Geocon Project No. T2746-99-08 - 7 - April 16, 2019
LIMITATIONS AND UNIFORMITY OF CONDITIONS
The recommendations of this letter pertain only to the portion of the site as indicated and are based
upon the assumption that the soil conditions do not deviate from those observed and discussed above.
If any variations or undesirable conditions are encountered during construction, or if the proposed
construction will differ from that anticipated herein. Geocon West, Inc. should be notified so that
additional supplemental recommendations can be given. The evaluation or identification of the
potential presence of hazardous or corrosive materials was not part of the scope of services provided
by Geocon West, Inc.
This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are brought to
the attention of the contractor, architect, and engineer for the project and the necessary steps are taken
to see that the contractor and subcontractors carry out such recommendations in the field.
The findings of this letter are valid as of the present date. However, changes in the conditions of a
property can occur with the passage of time, whether they are due to natural processes or the works of
man on this or adjacent properties. In addition, changes in applicable or appropriate standards may
occur, whether they result from legislation or the broadening of knowledge. Accordingly, the
recommendations in this letter may be invalidated wholly or partially by changes outside our control.
If you have any questions regarding this correspondence, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
GEOCON WEST, INC.
Chet E. Robinson
GE 2890
Lisa A. Battiato
CEG 2316
CER:LAB:hd
Attachments: References
Figure 1, Vicinity Map
Figures 2, Coring Location Map
Figure A-1 through A-4, Laboratory Test Results
Distribution: Addressee (e-mail)
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Geocon Project No. T2746-99-08 April 16, 2019
REFERENCES
1) ASTM International, 2005, Standard Test Method for Use of the Dynamic Cone
Penetrometer in Shallow Pavement Applications, ASTM D6951-03.
2) California Department of Transportation (Caltrans), 2015, Highway Design Manual,
dated July 1.
3) California Department of Transportation (Caltrans), 2010, Standard Specifications.
4) California Department of Transportation (Caltrans), 2008, Maintenance Technical Advisory
Guide, Volume I – Flexible Pavement Preservation, Second Edition, dated March 7.
5) Public Works Standards, Inc., 2015, “Greenbook” Standard Specifications for Public
Works Construction, Published by BNI Building News
6) Rancho Cucamonga, 2002, Standard Drawings, dated October 29.
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Project
Site
SOURCE: Google Maps, 2018
COLLEGE DRIVE
OMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGE
RANCHO CUCAMONGA, CALIFORNIA
APRIL, 2019 PROJECT NO. T2746-99-08 FIG. 1DF
VICINITY MAP
2000 ft
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APRIL 2019 PROJECT NO. T2746-99-08 FIG. 2
COLLEGE DRIVEOMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGERANCHO CUCAMONGA, CALIFORNIA
CORING LOCATION MAP
DF
GEOCON LEGEND
Locations are approximate
C-1
……. CORE LOCATION
SCALE 1” = 80’
0 80 160
N
C-4
……. PROJECT EXTENTS
C-2
C-1
C-3
Pan
ther
Dri
ve
OmnitransTransit Center
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LABORATORY TEST RESULTS
COLLEGE DRIVE OMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGE RANCHO CUCAMONGA, CALIFORNIA
APRIL, 2019 PROJECT NO. T2746-99-08 FIG A-1 DF
SUMMARY OF LABORATORY R-VALUE TEST RESULTS ASTM D2844
Sample No. Core No. R-Value
RV-1 Subgrade C-2 through C-4 combined 72
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SAMPLE
ID
C-1
SAMPLE DESCRIPTION
SM - Silty SAND with Gravel
GRAIN SIZE DISTRIBUTION
COLLEGE DRIVEOMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGERANCHO CUCAMONGA, CALIFORNIA
APRIL, 2018 PROJECT NO. T2746-99-08 FIG A-2DF
3"
2"
1½
"
1 ¾"
½"
⅜"
#4
#10
#20
#40
#60
#80
#100
#200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100
PE
RC
EN
T P
AS
SIN
G
PARTICLE SIZE, mm
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LABORATORY TEST RESULTS
COLLEGE DRIVE
OMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGE
RANCHO CUCAMONGA, CALIFORNIA
APRIL, 2019 PROJECT NO. T2746-99-08 FIG A-3 DF
SAMPLE IDENTIFICATION
Sample No. C-1 Date Sampled: 04/05/2019
Sampled by: C. Robinson
Sample Location: College Drive
SUMMARY OF AGGREGATE GRADATION TEST RESULTS CT-202, ASTM C136
Sieve Size Test Results (% Passing)
1” 100.0
3/4” 100.0
1/2” 89.0
3/8” 76.9
1/4” 64.9
#4 56.6
#8 40.4
#10 37.8
#16 29.6
#30 21.5
#40 17.7
#50 14.3
#100 9.7
#200 6.6
SUMMARY OF ASPHALT BINDER CONTENT TEST RESULTS CT-382, ASTM D6307
Test Result (%) Based on Total Weight of Mixture
5.5
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LABORATORY TEST RESULTS
COLLEGE DRIVE
OMNITRANS TRANSIT CENTER TO PANTHER DRIVE
CHAFFEY COLLEGE
RANCHO CUCAMONGA, CALIFORNIA
APRIL, 2019 PROJECT NO. T2746-99-08 FIG A-4 DF
SAMPLE IDENTIFICATION
Sample No. C-3 Date Sampled: 04/05/2019
Sampled by: C. Robinson
Sample Location: College Drive
SUMMARY OF AGGREGATE GRADATION TEST RESULTS CT-202, ASTM C136
Sieve Size Test Results (% Passing)
1” 100.0
3/4” 85.7
1/2” 73.8
3/8” 88.0
1/4” 62.3
#4 54.7
#8 38.8
#10 36.5
#16 29.1
#30 21.7
#40 18.2
#50 15.0
#100 10.5
#200 7.2
SUMMARY OF ASPHALT BINDER CONTENT TEST RESULTS CT-382, ASTM D6307
Test Result (%) Based on Total Weight of Mixture
5.4