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ADDENDUM #1 – IFB021DPWT18(C)
Project No. ER-VI-33(7) Clearview Apartments / Route 33 - St Thomas
Clarifications:
1. Disregard notes and details related to underpinning of existing retaining wall on sheets
C-2, C-3, and C-4. The entire existing retaining wall shall be removed under pay item
20304-1000.
2. Contractor shall remove (2) existing abandoned 6” cast iron water lines shown on sheet
Z-1. Removal shall include pipe, fittings, accessories, and supports. Cap pipe ends (4)
3. All references to FP-03 specifications on the drawings shall be referenced to related
section(s) in the current FP-14 specifications.
4. The contractor shall refer to the attached geotechnical report for existing soil conditions
and geotechnical recommendations. The contract shall meet the requirements of the
geotechnical report and specifications in the contract book.
5. The contractor shall refer to the Permanent Sign Schedule attached for work related to
item 63401-0000 – Signs, Aluminum Panels, Type 3 Sheeting.
6. The contractor shall refer to the Cable System Installation sheets attached for work
related to item 63601-3200 – System Installation, Cable Television
Attached are the following sets of pages that replace pages in the original Bid
Package.
1. Revised Bid Schedule
Add Item: Item 20302-2300, Removal of Water Pipe, 6” Cast Iron – 700 LF
Replace pages D-2 through D-11 with the attached revised Bid Schedule
Attached are the following documents that are made part of the Contract
Documents.
1. Geotechnical Report prepared by Jaca & Sierra dated March 2013, Rev. August 1,2018
– 18 pages
2. Permanent Sign Schedule – 1 page
3. Cable System Installation – 2 sheets
D-2
BID SCHEDULE IFB NO._____________________ PROJECT NO. ER-VI-33 (7)
CONTRACTOR’S NAME:_______________________________________________________________
_________________________________________________________________________________________
CITY STATE ZIP CODE The undersigned Contractor proposed to furnish all labor, tools, equipment, machinery, and supplies for the Emergency Repairs – Route
33, Clearview Apartments, subject to all conditions and requirements of the Standard Specifications for Construction of Roads and Bridges
on Federal Highway Projects, FP-14 as revised and amended and the Contract Documents.
ITEM
NO.
APPROX.
QUANT.
ITEM AND UNIT
PRICE BI DS (IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
15101-0000 1 LS
MOBILIZATION
__________________________________________
__________________________________________
15201-0000 1 LS
CONSTRUCTION SURVEY AND STAKING
________________________________________
________________________________________
15701-0100 800 LF
SOIL EROSION CONTROL
SILT FENCE_____________________________
_________________________________________
15705-1700 400 LF
SOIL EROSION CONTROL
FILTER BERM____________________________
__________________________________________
PROJECT NO. ER-VI-33(7)
D-3
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
15401-0000 1 LS
CONTRACTOR TESTING
_______________________________________
_______________________________________
15801-0000 10 MGAL
WATERING FOR DUST CONTROL
_______________________________________
_______________________________________
20102-0000 1 LS
CLEARING AND GRUBBING
_______________________________________
_______________________________________
20301-1400 2 EA
REMOVAL OF INLET
________________________________________
________________________________________
20302-1200 85 LF
REMOVAL OF GUARDRAIL
_______________________________________
_______________________________________
20302-1900 120 LF
REMOVAL OF PAVED WATERWAY
_______________________________________
_______________________________________
PROJECT NO. ER-VI-33(7)
D-4
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
ITEM
NO. DOLLARS/CENTS
20302-2100 50 LF
REMOVAL OF PIPE CULVERT
______________________________________
______________________________________
20302-2300 700 LF
REMOVAL OF WATER PIPE, 6” CAST IRON
______________________________________
______________________________________
20304-1000 1 LS
REMOVAL OF STRUCTURES
(EXISTING RETAINING WALL)
________________________________________
________________________________________
20304-1001 1 LS
REMOVAL OF OBSTRUCTIONS
(ABANDONDED VEHICLE)
________________________________________
________________________________________
20401-2000 2 EA
PLUG , EXISTING PIPE
CAP EXISTING STORM DRAIN
_______________________________________
_______________________________________
20401-0000 60 CY
ROADWAY EXCAVATION
______________________________________
______________________________________
PROJECT NO. ER-VI-33(7)
D-5
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
20435-1000 50 CY
BACKFILL, GRANULAR, NO. 57
______________________________________
______________________________________
20701-0100 575 SY
SEPARATION-STABILIZATION
GEOTEXTILE, CLASS 1, TYPE A
______________________________________
______________________________________
20810-0000 1 LS
SHORING AND BRACING
________________________________________
________________________________________
25101-0300 100 CY
PLACED RIP RAP, CLASS 3
_______________________________________
_______________________________________
25101-0400 90 CY
PLACED RIP RAP, CLASS 4
_______________________________________
_______________________________________
25110-4000 50 CY
GROUTED RIP RAP, CLASS 3
_______________________________________
_______________________________________
PROJECT NO. ER-VI-33(7)
D-6
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
25302-1000 24 CY
GABIONS, GALVANIZED
_______________________________________
_______________________________________
25305-1000 290 SY
REVET MATTRESS, GALVANIZED
________________________________________
________________________________________
25801-0000 144 CY
REINFORCED CONCRETE RETAINING
WALL
________________________________________
________________________________________
25801-0001 10 CY
REINFORCED CONCRETE RETAINING
WALL - 4’ HIGH AT 4’X8’ INLET
________________________________________
________________________________________
30101-2000 55 TON
AGGREGATGE BASE, GRADING C
________________________________________
________________________________________
40301-0200 24 TON
HOT ASPHALT CONCRETE PAVEMENT, 4”
GRADING B
__________________________________________
__________________________________________
PROJECT NO. ER-VI-33(7)
D-7
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
40301-0400 165 TON
HOT ASPHALT CONCRETE PAVEMENTM, 2”
GRADING D
__________________________________________
_________________________________________
60103-0160 1 EA
CONCRETE HEADWALL W/ WINGWALLS
30” RCP
__________________________________________
_________________________________________
60201-0900 173 LF
30” PIPE CULVERT RCP
__________________________________________
_________________________________________
60403-3500 1 EA
4’X8’ RC DROP INLET
__________________________________________
__________________________________________
60403-3600 1EA
6’X6’ RC DROP INLET
__________________________________________
_________________________________________
60408-0000 1 EA
4’X4’ RC JUNCTION BOX
__________________________________________
_________________________________________
PROJECT NO. ER-VI-33(7)
D-8
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
60802-0400 200 LF
PAVED WATERWAY TYPE 4
__________________________________________
_________________________________________
61701-1350 225 LF
GUARDRAIL SYSTEM , G4 TYPE 2
CLASS B STEEL POST
__________________________________________
_________________________________________
62005-0000 32 SY
REMOVE AND REPLACE EXISTING CMU
WALL, 8”, DUMPSTER SCREEN
__________________________________________
_________________________________________
62901-0000 1300 SY
ROLLED EROSION CONTROL PRODUCT
__________________________________________
_________________________________________
63303-0500 1 EA
PROJECT SIGN, 4 x 8 PLYWOOD
__________________________________________
_________________________________________
PROJECT NO. ER-VI-33(7)
D-9
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
63304-0900 100 SF
SIGNS, ALUMINIMUM PANELS, TYPE 3
SHEETING
__________________________________________
_________________________________________
63401-0000 1000 LF
PAVEMENT MARKINGS, TYPE H
__________________________________________
_________________________________________
63501-2000 1 LS
TEMPORARY TRAFFIC CONTROL, TRAFFIC
SIGNAL SYSTEM
__________________________________________
_________________________________________
63502-0500 30 EA
TEMPORARY TRAFFIC CONTROL,
BARRICADE, TYPE II
__________________________________________
_________________________________________
63502-1300 14 EA
TEMPORARY TRAFFIC CONTROL, DRUM
__________________________________________
_________________________________________
PROJECT NO. ER-VI-33(7)
D-10
ITEM
NO.
APPRX.
QUANT.
ITEM AND UNIT
PRICE BIDS(IN WORDS)
UNIT
PRICE DOLLARS/CENTS
AMOUNT
DOLLARS/CENTS
63504-1000 23 EA
TEMPORARY TRAFFIC CONTROL,
CONSTRUCTION SIGN
__________________________________________
_________________________________________
63504-2000 75 SF
TEMPORARY TRAFFIC CONTROL,
PAVEMENT MARKINGS
__________________________________________
_________________________________________
63601-3200 1 LS
SYSTEM INSTALLATION, CABLE
TELEVISION
__________________________________________
_________________________________________
PROJECT NO. ER-VI-33(7)
D-11
IFB NO.________________________ PROJECT NO. _ ER-VI-33(7)_
ATTENTION: See notes at the beginning of this unit price schedule.
TOTAL AMOUNT OF THIS PROPOSAL, BASED ON ENGINEER’S ESTIMATE OF QUANTITIES IS AS FOLLOWS:
___________________________________________________DOLLARS______________________CENTS
$__________________________________________________
____________________________
BIDDER’S SIGNATURE
REPORT
ON THE GEOTECHNICAL EXPLORATION CONDUCTED AT THE SITE OF THE PROPOSED
RETAINING WALL AT CLEARVIEW APARTMENTS ROUTE 33, ST. THOMAS, USVI
Submitted to:
Paul Ferreras, PE
Prepared by: Carlos R. Sierra MSCE, PE
Date:
March 2013 Rev. August 1, 2018
Job No. 7295
This report contains 18 pages including cover
J a c a & S i e r r a T e s t i n g L a b o r a t o r i e s P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
REPORT
ON THE GEOTECHNICAL EXPLORATION PERFORMED AT THE SITE OF THE PROPOSED
RETAINING WALL FOR SLOPE FAILURE AREA AT CLEARVIEW APARTMENTS, CROWN MOUNTAIN ROAD,
ROUTE 33, ST. THOMAS, U.S. VIRGIN ISLANDS
1.0 INTRODUCTION:
The present soil report covers the results of the geotechnical exploration conducted at the
site of the proposed retaining wall. The study area was subject to a shallow landslide understood
to have occurred on year 2012.
Jaca & Sierra Engineering, PSC was contracted by Paul Ferreras, PE on behalf of VI Public
Works Authority to perform site investigations and prepare geotechnical recommendations for the
project. The exploration program was directed to obtain subsurface soil information to be utilized
in our engineering evaluation and in the formulation of the pertinent recommendations for the
intended retaining wall structure foundation system and related earthwork operations.
This soil report has been prepared for the exclusive use of the owner, their architects,
engineers and/or others involved in the preparation of the design plans and specifications for the
project.
Page 2 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
2.0 FIELD AND LABORATORY WORK:
The field exploration consisted of drilling one (1) test boring at accessible location to the
northwest of the project site. The boring was drilled to a depth of 25 feet Beneath Existing Ground
Surface (BEGS). Refer to boring location on figure 1, below:
Figure 1: Boring locations
Subsurface drilling was executed by means of the power auger method as per ASTM
D1452 using CME-55 trailer-mounted drill rig to drive a 2.25-inch ID helical hollow-stem auger
into the ground. In-situ testing and soil sampling were achieved by means of the universally
adopted Standard Penetration Test (SPT) and split-spoon sampler method according to ASTM
Page 3 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
D1586. The soil samples were secured in jars and transported to our laboratory for visual-manual
description and moisture content determination.
The field and laboratory information was collected to prepare a boring log, which reveals
the stratigraphy and soil properties at the location of the boring. This report was based on the
information obtained in the boring log and documents submitted to us.
3.0 SUBSOIL GENERALIZED CONDITIONS:
3.1 Site Geology:
According to the U.S. Geological Survey (USGS) geologic map of the St. Thomas and St.
John islands1, the explored area falls within a geologic zone that corresponds to Louisenhoj
Formation (Kl). Figure 1 below shows a portion of the geologic map and the approximate site
location. The USGS describes the mentioned rock formation as strongly cemented volcanic
conglomerate, breccia, volcanic wacke, shale, chert, andesite, basalt, tuff, and rare limestone. This
predominantly volcaniclastic rock is known locally as blue bit’.
1 R.A. Renken, W.C. Ward, I.P. Gill, F. Gómez-Gómez, J. Rodríguez-Martínez, and others (2002). “Geology and Hydrogeology of the Caribbean Islands Aquifer System of the Commonwealth of Puerto Rico and the U.S. Virgin Islands”, Regional Aquifer-System Analysis – Caribbean Islands, U.S. Geological Survey Professional Paper 1419, pp. 9 & 11.
Page 4 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
Figure 2: Project site location in USGS geologic map.
3.2 Soil Stratigraphy:
At the location of the boring, the stratigraphy is characterized by an upper 9 feet thick
man-made fill soil deposit underlain by natural weathered volcaniclastic rock from the above
mentioned Louisenhoj Formation extending to the end of borehole (25 feet depth BEGS). Each
stratum is described as follows:
Stratum no. 1: Man-Made Fill and Colluvium deposits
The upper stratum consists of man-made fill soil material composed of mixed soils mainly
composed of silty sand with gravel to cobble size rock fragments with some clay. The SPT-N
values recorded are varying from 6 to values over 50 blows per foot (bpf) of penetration. The
Project Site
N
Page 5 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
moisture contents measured are from 11 to 15 %. A layer of colluvium was noted at boring no. 1
from 4 to 14 ft depth. This is interpreted to consist of deposits from an old ghut.
Stratum no. 2: Weathered Volcaniclastic Rock / Volcanic Sandstone
The above described fill stratum overlays weathered volcaniclastic rock sampled as silty
sand with some gravel and clay. The SPT-N values registered are ranging from 49 bpf to refusal
blow counts (i.e. SPT-N = 100+ bpf, e.g. 50 blows per 5 inches of penetration depicted as 50/5” in
boring log). The moisture contents fluctuate from 5 to 11%.
3.3 Groundwater Conditions:
There was no evidence of the presence of groundwater level within the depth drilled.
However, perched groundwater may be found trapped within the fill deposits or along the zone
of transition between fill and natural soil strata.
The above information corresponds to a general description of the subsoil conditions of
the explored area. For more detailed description regarding the soil profile, refer to the enclosed
boring log on Appendix A.
4.0 RESULTS AND RECOMMENDATIONS:
The causes of the landslide, dating to year 2012, were related to overland runoff, seepage
causing a soil washout of existing low cohesive granular fill material covering the slope between
the road (route 33) and the slopes north of the Clearview Apartments near entrance to Scott Free
Page 6 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
Road. The proposed project will also contemplate drainage improvements to prevent recurrence
of water drainage over the slopes.
The design concept consists of a new concrete cantilever retaining wall within the
landslide area. The new wall will have height ranging from 4 to 15 ft beneath ground surface.
The wall is proposed near the road edge. The retaining wall foundation shall extend to the top
of the weathered rock formation or strata deemed firm and acceptable by a geotechnical engineer.
4.1 Earth Retaining Structures:
Earth retaining structures within the proposed project may consist of concrete cantilever
retaining walls or gabion basket walls. The lateral earth pressure parameters will depend on
many factors including the type of soil used as backfill and the equipment used to perform the
compaction procedures. Table 1 below presents our suggested soil parameters for earth pressure
calculations assuming A-2-4 or A-1 soil material (AASHTO Classification System) as engineered
backfill.
In order to collect any water infiltrating into the backfill and drain any migrating or
perched body of water, an underground drainage system shall be installed at the bottom of the
inner face of the walls. The underground drainage system shall consist of a perforated drain pipe
covered with free draining soil (i.e. clean crushed rock). The perforated pipe and crushed rock
shall be wrapped or enclosed within a permeable non-woven geotextile (Mirafi 140N or
equivalent). The underground drainage should drain by gravity to daylight at suitable location.
Page 7 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
In addition, weep holes will be necessary in case of cantilever retaining walls as part of the
drainage system.
The following table summarizes the suggested design earth pressure parameters for the
proposed concrete retaining wall against cuts assuming granular well compacted crushed rock
materials will be used as backfill:
Strength or Earth Pressure Parameters Recommended Design Values
Drained Cohesion (psf) 0 Drained Angle of internal friction, φ 340
Backfill Moist Unit Weight, γ (pcf) 135 Base Shear Coefficient, 0.45
Allowable Bearing Capacity for retaining walls foundations resting on rock, qa (psf)
4,000
Allowable Bearing Capacity for retaining walls foundations resting engineered fill, qa (psf)
2,000
Table no. 1: Design parameters for concrete retaining walls; assuming granular fill material backfill per fill placement guides on this report.
4.2 Site Preparation and Excavations:
The upper fill, colluvium and weathered rock can be excavated with conventional
hydraulic excavators. However, spots of hardened volcaniclastic rock may be encountered and
will require rock breaking hydraulic hammer with chisel.
Since the excavations will be along the edge of the road near access to Route 33, the
excavation shall be minimized and protected to prevent slope failure. It is recommended to shape
the excavation slope into benched terraces. Benches should occur at stratum transitions and
heights not exceeding 5 ft. Nevertheless, the contractor is responsible for the means and methods
Page 8 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
for protection of excavations per OSHA requirements against landslides and rock fall that may
represent a safety concern for working personnel. Temporary excavation slopes on granular fill
and colluvium deposits shall not be steeper than 1:1 H:V. The contractor may otherwise use
trench boxes, shotcrete, among other alternatives certified by an engineer to protect excavations
during construction.
It is also recommended to provide temporary runoff diversion. Excavation and
construction shall be a continuous operation. Long exposure will greatly increase likelihood of
slope failure.
Groundwater is not expected to be of concern during the construction of the proposed
structures and earthwork operations. However, if perched groundwater is found during
excavations, it should be managed by means of direct pumping.
4.3 Fill Placement Guidelines:
A controlled fill construction procedure shall be performed wherever fill is required to
reach final grade elevation. These guidelines are intended for, but are not limited to, engineered
fill for earth retaining structures backfill and fill slopes as well as engineered fill below floor slabs
and access roads. The procedure guidelines are the following:
1. The fill soil material shall consist of well-graded granular fill complying with A-2-
4 or A-1 soil classification as per AASHTO Classification System (SM, SW, GM or
GW according to Unified Soil Classification System). The consultant geotechnical
Page 9 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
engineer should approve the fill soil material. Boulders within fill for structures
should be discarded. Maximum coarse aggregate size should be 6 inches.
Excavated soil material could be reused as new fill if is in compliance with these
requirements.
i. Alternatively, it is recommended to consider use 1 inch down crushed rock
backfill within the lower half of the for retaining wall or anywhere deeper
than 5 ft beneath ground surface. Crushed rock will only need to be
compacted to an unyielding surface and will speed placement purpose and
minimize exposure to workers inside excavations.
ii. A non woven geotextile shall be placed at the transition between the
crushed rock and the finer granular fill. This is necessary to prevent
migration of fines from the fill into the crushed rock below, which would
induce long term settlements, soil piping and loss of fines upon occurrence
of seepage within the backfill zone.
2. The fill material shall be placed in layers not exceeding 8 inches of thickness, as
measured before compaction, on a surface free of water. Each layer shall be
compacted to a minimum of 92% for fill depths greater than 4 ft and 95% for
shallower than 4 ft beneath final grade, respectively. The % of compaction shall
be based on its maximum dry density determined from a Modified Proctor
compaction test according to ASTM D1557. In order to prevent over-stress on the
Page 10 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
wall, the compaction procedures within a distance of 3 ft from the inner edge of
the wall, shall be limited to portable plate or walk behind rollers. Fill lifts with
portable equipment shall be limited to 4 inches; unless otherwise instructed by
geotechnical engineer based on the particular equipment compaction capacity.
i. If used, crushed stone backfill shall be leveled and compacted to an
unyielding surface in lifts not exceeding 12 inch thickness, measured prior
to compaction.
3. The construction of the fill layers shall be made under the direct supervision of the
project inspector. The presence of the project inspector shall be continuous from
the initiation of site clearing until the final grade is reached. The project inspector
shall certify that fill construction was made in conformity with these specifications.
A contracted geotechnical laboratory personnel should be present to assist the
project inspector in the delimitation of unsuitable material and to make the
pertinent compaction tests to the new placed fill material. A full-time resident
field soil technician is recommended to monitor and ensure proper
implementation of these measures during earthwork operations.
Page 11 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
5.0 ADDITIONAL COMMENTS:
It is recommended that this submitted geotechnical report be carefully studied and
evaluated to coordinate those pertinent office meetings during the project design stage to discuss
the various considered project design concepts and to clarify or include any other pertinent
geotechnical design recommendation not covered in our soil report.
These meetings are directed to avoid any future claim of the project contractors based on
any potential differing site condition. This report along with any additional letter and/or
addendum revision should be provided to bidding contractors.
Note that the herein given recommendations are based on a test boring performed on a
spot, which is considered as representative of the subsoil conditions within the project site.
However, this fact does not guarantee that different conditions may be found during construction
progress and/or excavations. In such instances, we shall be notified to proceed with a field visual
inspection directed to formulate the corresponding solution.
Similarly, in the event that the present analyzed project concept is revised, a copy of the
new design shall be provided to us. Thereafter, we can evaluate additional general design and
construction recommendations.
Although this report has some construction considerations, it is prepared for design
purposes. We should not be responsible for interpretations that the contractor or other
Page 12 of 12 – Job no. 7295 Route 33-Clearview Apartments St. Thomas, USVI March 2013, Rev. August 1, 2018
P O B o x 3 6 3 1 1 6 , S a n J u a n , P R 0 0 9 3 6 - 3 1 1 6
7 8 7 - 7 6 1 - 2 5 7 0 7 8 7 - 7 4 8 - 6 9 7 0 w w w . j a c a s i e r r a . c o m
consultants make on the herein presented information, if we are not given the opportunity to
participate in the discussion or analysis of the particular subject.
This report is only valid for the subject project. Any other project in adjacent lot will
require a separate geotechnical exploration or evaluation.
We wish to thank you for the opportunity of submitting this geotechnical engineering
report and remain,
Cordially yours, JACA & SIERRA ENGINEERING, PSC
Carlos R. Sierra Del Llano, MSCE, PE
Enclosures
Appendix A: Boring Log
0
5
10
15
20
25
30
35
0.00-0.15
-4.27
0ASPHALT
0.5
FILL: clayey silt some sand and gravel, stiffto medium, red and light gray
Do... silty sand some gravel trace clay,medium, brownish yellow, red and gray
Do... brownish yellow, yellow and gray
14
WEATHERED ROCK sampled as gravellysand some silt, light olive brown and gray
1964233577
9107
368
3940/2"
253239
2130
40/2"
40/5"
40/2"
10
6
14
17
14
40/2"
71
40/2"
40/5"
40/2"
12
13
9
9
5
9
10
6
5
SUBSURFACE EXPLORATION LOGBORING N0.: 1
PROJECTLANDSLIDE
JOB7295
SHEET 1OF
LOCATION ST. THOMAS DRILLER/DRILL RIG: C.I. DIAZ / CME-55DESCRIPTION BY R. CINTRON DATE HOLE STARTED 2-13-13 COMPLETED 2-13-13
GROUNDWATER (ft.) Initial: Not Found Final: ELEVATION TOP OF HOLE (mts):
TOTAL DEPTH OF HOLE 50.5' ENGINEER C.R. SIERRA DEL LLANO
N W Qu PL+LL
"N" - Number of blows required to drive the sampling spoon a distance of 12 in. with a 140 lbs hammer falling 30 in."W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth"Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth"Rc" - Core recovery in percent for each successive run. "Rqd" - Rock quality designation."WH" - Sample was recovered by advancing the sampler with the weight of the hammer."P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.
Elev.(mts)
0.00
DEPTH(feet) DESCRIPTION
LE
GE
ND
TY
PE
BL
OW
S
SPTN W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
N-W
2
40
45
50
55
60
65
70
75
Do... sampled as gravel some sand, light gray
Do... sampled as sandy gravel, light olivebrown and gray
40/3"
40/3"
182533
40/3"
40/3"
58
6
2
7
BORING NUMBER: 1BORING LOG (CONT. SHEET) PROJECT
LANDSLIDEJOB
7295SHEET 2OF
N W Qu PL+LL
"N" - Number of blows required to drive the sampling spoon a distance of 12 in. with a 140 lbs hammer falling 30 in."W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth"Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth"Rc" - Core recovery in percent for each successive run. "Rqd" - Rock quality designation."WH" - Sample was recovered by advancing the sampler with the weight of the hammer."P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.
Elev.(mts)
0.00
DEPTH(feet) DESCRIPTION
LE
GE
ND
TY
PE
BL
OW
S
SPTN W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
N-W
2
0
5
10
15
20
25
30
35
0.00-0.15
-4.27
0ASPHALT
0.5
FILL: gravel some sand and silt, brownishyellow and grayDo... silty sand some gravel
Do... gravel some sand and silt, yellowishbrown and gray
Do... sandy silt some gravel trace clay, strongbrown and gray
14
WEATHERED ROCK sampled as silty sandsome gravel, light olive brown and gray
Do... sampled as gravelly sand some silt
Do... sampled as sandy gravel, light gray
1001913687
1125
40/2"
403728
263336
181932
3140/4"
40/5"
40/2"
40/2"
32
15
40/2"
65
69
51
40/4"
40/5"
40/2"
40/2"
4
9
15
12
10
11
7
7
4
2
SUBSURFACE EXPLORATION LOGBORING N0.: 2
PROJECTLANDSLIDE
JOB7295
SHEET 1OF
LOCATION ST. THOMAS DRILLER/DRILL RIG: C.I. DIAZ / CME-55DESCRIPTION BY R. CINTRON DATE HOLE STARTED 2-13-13 COMPLETED 2-13-13
GROUNDWATER (ft.) Initial: Not Found Final: ELEVATION TOP OF HOLE (mts):
TOTAL DEPTH OF HOLE 48.5' ENGINEER C.R. SIERRA DEL LLANO
N W Qu PL+LL
"N" - Number of blows required to drive the sampling spoon a distance of 12 in. with a 140 lbs hammer falling 30 in."W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth"Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth"Rc" - Core recovery in percent for each successive run. "Rqd" - Rock quality designation."WH" - Sample was recovered by advancing the sampler with the weight of the hammer."P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.
Elev.(mts)
0.00
DEPTH(feet) DESCRIPTION
LE
GE
ND
TY
PE
BL
OW
S
SPTN W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
N-W
2
40
45
50
55
60
65
70
75
-12.50 41
SANDSTONE weathering along joints,closely fracture, gray
40/2" 40/2" 3
60
100
25
0
BORING NUMBER: 2BORING LOG (CONT. SHEET) PROJECT
LANDSLIDEJOB
7295SHEET 2OF
N W Qu PL+LL
"N" - Number of blows required to drive the sampling spoon a distance of 12 in. with a 140 lbs hammer falling 30 in."W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth"Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth"Rc" - Core recovery in percent for each successive run. "Rqd" - Rock quality designation."WH" - Sample was recovered by advancing the sampler with the weight of the hammer."P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.
Elev.(mts)
0.00
DEPTH(feet) DESCRIPTION
LE
GE
ND
TY
PE
BL
OW
S
SPTN W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
N-W
2
0
5
10
15
20
25
30
35
0.00-0.15
-4.27
0ASPHALT
0.5
FILL: rock fragments some sand, grayDo... rock fragments with sand, brownishyellow and grayDo... rock fragments some sand and silt,brownish yellow and gray
14
WEATHERED ROCK sampled as silty sandsome gravel, brownish yellow
Do... light olive brown
6020121076
101334
162216
152119
282722
3740/5"
2130
40/5"
3140/3"
32
13
47
38
40
49
40/5"
40/5"
40/3"
1
4
7
5
14
9
5
11
9
SUBSURFACE EXPLORATION LOGBORING N0.: 3
PROJECTLANDSLIDE
JOB7295
SHEET 1OF
LOCATION ST. THOMAS DRILLER/DRILL RIG: C.I. DIAZ / CME-55DESCRIPTION BY R. CINTRON DATE HOLE STARTED 2-15-13 COMPLETED 2-15-13
GROUNDWATER (ft.) Initial: Not Found Final: ELEVATION TOP OF HOLE (mts):
TOTAL DEPTH OF HOLE 30.5' ENGINEER C.R. SIERRA DEL LLANO
N W Qu PL+LL
"N" - Number of blows required to drive the sampling spoon a distance of 12 in. with a 140 lbs hammer falling 30 in."W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth"Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth"Rc" - Core recovery in percent for each successive run. "Rqd" - Rock quality designation."WH" - Sample was recovered by advancing the sampler with the weight of the hammer."P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.
Elev.(mts)
0.00
DEPTH(feet) DESCRIPTION
LE
GE
ND
TY
PE
BL
OW
S
SPTN W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
N-W
1
PROJECT SHEET NO.
ER‐VI‐33(7) 1
STATION SIDE Width (in.)
Height (in.)
Area (sq ft)
Corner Radii (in.)
Border Width (in.)
Margin Width (in.)
Numbers (in.)
Upper Case (in.)
Lower Case (in.)
Series
1 R1‐1 30 30 6.25White on
Red1 6.25
SEE NOTE 1 TYP.
2 M3‐2 30 15 3.13Black on White
2 6.26
3 M1‐6 33 30 30 6.25Black on White
1 6.25
4 M1‐6 332 30 30 6.25Black on White
2 12.5
5 R2‐1 24 30 5Black on White
1 5
6 R4‐8 24 18 3Black on White
2 6
7 M3‐4 21 15 2.19Black on White
2 4.38
8 M4‐5 21 15 2.19Black on White
1 2.19
9 M6‐3 21 15 2.19Black on White
2 4.38
10 W1‐1L 18 18 2.25White on Green
1 2.25
11 TBD TBD TBD TBD TBD 7 44
22 99.46
PERMANENT SIGNS SCHEDULE
PERMANENT SIGN SCHEDULE
SIGN NO. TEXT NO. SIGN TEXT
LOCATION PANEL SIZE TEXT SIZEColor
Combination Quantity Total Area (sq ft)
SUPPORT (ft)
REMARKS
SEE NOTE 2 TYP.
SEE NOTE 3 TYP.
2. Place signs at or near their orginal location. Final location of signs will be determined in the field, as approved by the project engineer.3. Construct and erect all signs in accordance with the "Manual on Uniform Traffic Control Devices" (MUTCD)
NOTES: Total Department of uPublic Works Office of Highway Engineering St. Thomas, Virgin Islands1. Sign post supports will not be measured for payment and shall be in accordance with Detail 633‐01.
PRELIMINARYINFORMATION
PRELIMINARYINFORMATION