addendum #1 ifb021dpwt18(c) project no. er-vi-33(7 ... · project no. er-vi-33(7) clearview...

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

_______________________________________

_______________________________________


D-4

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


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

______________________________________

______________________________________


D-5

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


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

_______________________________________

_______________________________________


D-6

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


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

__________________________________________

__________________________________________


D-7

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


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

__________________________________________

_________________________________________


D-8

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


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

__________________________________________

_________________________________________


D-9

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


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

__________________________________________

_________________________________________


D-10

ITEM

NO.

APPRX.

QUANT.

ITEM AND UNIT


UNIT

PRICE DOLLARS/CENTS

AMOUNT

DOLLARS/CENTS

63504-1000 23 EA


CONSTRUCTION SIGN

__________________________________________

_________________________________________

63504-2000 75 SF


PAVEMENT MARKINGS

__________________________________________

_________________________________________

63601-3200 1 LS

SYSTEM INSTALLATION, CABLE

TELEVISION

__________________________________________

_________________________________________


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.

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


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


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


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.


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


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


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


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


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


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.


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


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


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


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


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


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


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


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.


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


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


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


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


Elev.(mts)

0.00


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


PROJECTLANDSLIDE

JOB7295

SHEET 1OF




N W Qu PL+LL


Elev.(mts)

0.00


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


Elev.(mts)

0.00


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


PROJECTLANDSLIDE

JOB7295

SHEET 1OF




N W Qu PL+LL


Elev.(mts)

0.00


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


2 4.38


1 2.19


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