Embed Size (px)
Citation preview
1
Request for Quotations (RFQ) Geotechnical Assessment for Proposed Rehabilitation of Proposed Rehabilitation of Airstrips in Dhobley,
Afmadow, Qansaxdhere, and Hudur in Somalia
Transition Initiatives for Stabilization Plus (TIS+)
RFQ No. OPSC-SOM-RFQ-2017-038
Date 14 September 2017
Title Geotechnical Assessment for Proposed Rehabilitation of Proposed Rehabilitation of Airstrips in Dhobley, Afmadow, Qansaxdhere, and Hudur in Somalia
Closing Date for Questions 18 September 2017, 1600 hrs (East African Time)
Closing Date for Receipt of Quotes 20 September 2017, 1600 hrs (East African Time)
Contact Persons for Questions regarding office location or admin details
TIS+ Procurement Team Email: [email protected]
Submission of Quotation Email: [email protected]
Anticipated Award Type Fixed Price Agreement
Delivery Date To be finalized prior to signing of the Agreement
Basis for Award
Trade-Off Method
- Technical Approach, Geotechnical Assessment (60 points)
- Past Performance, Experience & Technical Capability (30
points)
- Proposed Key Personnel (10 points)
Price determination will be less than technical factors.
Background The TIS+ Program aims to promote peace and stability in Somalia by increasing the visibility of, and confidence in Government through improved service delivery, creating collaborative and strategic partnerships among government institutions, the private sector, civil society and communities.
The TIS+ Program focuses on four objectives:
a) Increase confidence in governance based on equitable participation in decision making and management of community assets;
b) Empower community and government representatives to engage with private sector and development actors in collaborative process for community growth;
c) Increase Somali engagement in creating a more stable future; and d) Support inclusive, sustainable development by reducing gender gaps in stabilization and
development. Scope of Work There is a proposition to undertake geotechnical works for Proposed Rehabilitation of Airstrips in Dhobley and, Afmadow of lower Juba, Jubbaland State of Somalia; likewise, Qansaxdhere of Bay Region, and Hudur of Bakol Region South west State of Somalia. TIS+ have already made designs however, its required survey services to enable complete geometric design of the platform. It is anticipated the tasks will be done in 1 day per site which will be depended on the distance between the 2 the airstrip and recommended barrow pits.
2
Scope of Consultant’s services
The consultant is required to undertake a geotechnical survey of proposed airstrips. General
Dimensions are given in below:
1. Dhoobley, Lower Jubba, Jubaland State of Somalia: 1400 meters long by 45 meters wide
runway with Apron of 80 meters long by 50 meters wide.
2. Afmadow, Lower Jubba, Jubaland State of Somalia: 1400 meters long by 45 meters wide
runway with Apron of 80 meters long by 50 meters wide.
3. Qansaxdheere, Bay, Southwest State of Somalia: 1400 meters long by 45 meters wide
runway with Apron of 80 meters long by 50 meters wide.
4. Hudur, Bakol, Southwest State of Somalia: 2000 meters long by 45 meters wide runway
with Apron of 100 meters long by 80 meters wide.
Survey the longitudinal and cross sectional soil profile of the proposed airstrip surface.
Develop soft copy report as well as hard copies in A4 with A3 of attached proposed cross section
layout.
Any other data required by the TIS+ Design Engineers
Required resources to be provided by the consultant 1. Qualified personnel
2. Proof of availability of Equipment (Given in below list)
3. Any other resources for successful completion of the project.
4. Digital CAD files for presentation of Data obtained.
List General Soil Testing to Acquire Each Proposed Airstrip
Together with the standard recommended tests for soils summarized in the below table are essential test to be required from each proposed airstrip site.
No. Test Description Recommended Standard
for Test Design Parameters
from Test
Statistical Number required
for Confidence
Limits
Source of Test
Laboratory Tests
1 Natural Moisture Content BS 1337: Part 2, Clause 3.2 nmc 3 RBP, & AS
2 Atterberg Limits BS1337: Part 2, Clause 4
and 5 LL, PL, PI, LI 9 RBP, & AS
3 Organic Matter Content BS 1337; Part 3, Clause
Clause 5 3 RBP, & AS
4 Compaction dry
density/Moisture content relationship
BS 1337: Part 4, Clause 3 Maximum Dry Density,
Optimum Moisture Content
9 RBP, & AS
5 Bulk Density BS 1337: Part 2, Clause 7 Bulk Density, Dry
Density 6 RBP
3
Sampling Locations The Contractor should record and submit locations that are taken from soil samples in a format of Geographical Coordinates using GPS receiver. Format of the Report The final submission report should have the following scope of work:
Cover Page Foreword
Abbreviations and Acronyms Table of Contents
Chapter One: Introduction and Background of the study area, and the Accuracy of the sampling and Testing Chapter Two: Work Methodology
Chapter Three: Analysis of Report including Charts Chapter Four: Findings and Recommendations including proposed section according to the Findings
Attachments Additional work Successful Bidder will be responsible for all excavations of disturbed soils samples and the acquisitions of non-disturbed samples. The consultant will facilitate laboratory testing followed by a report detailing interpretation of the results to establish the topology, layer stratification and CBR of the soil. Design Considerations The Designer/Report shall consider the in situ testing, sampling frequency and type and quality of samples required in each anticipated stratum to achieve the adequate characterization of the material and determination of the required geotechnical properties for use in the temporary and permanent works design. Laboratories for Analyzing Samples Taken Samples taken from site should be analyzed approved laboratory in Nairobi; Kenya. Quotation Please provide a quotation of the cost of this task, be aware TIS+ will cover air transports for all areas indicated for assessment due to the unavailability of regular commercial flights. The price should contain costs of mobilization, demobilization, transportation of samples, Staff remunerations, and any other processes that could facilitate completion the report.
6 California Bearing Ratio BS 1337: Part 4, Clause 7 CBR%, Optimum
Moisture Content, Maximum Dry Density
9 RBP, & AS
7 1-D Consolidation Properties BS 1337: Part 5, Clause 3 Mv, Cv,Kperm 7 RBP, & AS
8 Unconfined Compressive Test BS 1337: Part 7, Clause 7 Cu 3 RBP
9 Particle Size Distribution (PSD) BS 1377: Part 2, Clause 9 Grading Curve, Sizes of Aggregate Panicles
6 RBP, & AS
10 Hand Vane BS1337: Part 7, Clause 3 Cu 10 RBP, & AS
In Situ
11 California Bearing Ratio BS 1337: Part 9, Clause 4.3 CBR Value % 6 AS
12 In Situ Density BS 1337: Part 9, Clause 2 Relative Density (nmc)
6 AS
**RBP: Recommended Barrow Pit **AS: Proposed Air Strip ** BS: British Standard Code
4
Evaluation Criteria:
Technical Approach, Air Strip Geotechnical Assessment - 60 points
Methodology of Air Strip geotechnical assessment while ensuring that ALL airstrip works meet the agreed specification and requirements and is in accordance to the approved airstrip design and acceptable engineering and construction practice.
Past Performance - 30 points
Demonstrate relevant experience and capacity to undertake geotechnical assessments.
At least five years working experience particularly in Somalia.
Evidence of past experience showing similar assignments conducted in Somalia such as Recommendation letters or copies of contract.
Proposed Key Personnel - 10 points
Professional qualifications of proposed personnel in regards to the proposed approach – Provide specific CVs for personnel to undertake the technical survey and assessment. The personnel proposed are required to be the personnel performing the tasks unless otherwise approved in writing by TIS+.
Relevant experience and appropriateness of proposed personnel in Technical Assessment and Survey in Architecture and Engineering. Must have a minimum of 4 years of experience as an Architectural, Engineering, Technical Assessment and Surveys company, with 3 years’ experience in Somalia.
Timeline and Duration:
The duration of the consultancy will be decided by the firm in agreement with TIS+. A proposed work
and travel plan should be included in the proposal and will be negotiated and agreed, as part of the award
negotiation, as needed. The draft report must be submitted within one week of the completion of the
fieldwork.
Cost Estimates to be included in the proposal: The consultancy is expected to quote the cost of consultancy an all-inclusive fee with details to be submitted in the format below. NOTE: Provide a detailed budget with a breakdown of each cost provided in a different line with cost per unit.
Description Unit Rate
(In USD) Total
(In USD)
Geotechnical Assessment/Survey for Dhobley Airstrip Days
Geotechnical Assessment/Survey for Afmadow Airstrip Days
Geotechnical Assessment/Survey for Qansaxdhere Airstrip Days
Geotechnical Assessment/Survey for Hudur Airstrip Days
Final Project Summary Report Weeks
Other Costs E.g. Accommodation, Per Diem, and Laboratory Tests. – provide details
various
TOTAL
5
Submission of Application Please submit a technical and cost proposal detailing the methodology, indicating clearly the resources
you will employ to undertake this assignment and how your firm’s knowledge, skills and abilities are a
direct match for the scope of work to [email protected] by close of business 20
September 2017, 1600 hrs (East African Time).
Please ensure that the subject of the email for your application is:
RFQ No: OPSC-SOM-RFQ-2017-038 GEOTECHNICAL ASSESSMENT FOR PROPOSED REHABILITATION OF PROPOSED REHABILITATION OF
AIRSTRIPS IN DHOBLEY, AFMADOW, QANSAXDHERE, AND HUDUR IN SOMALIA
Late offers will be rejected except under extraordinary circumstances at TIS+ discretion.
6
ANNEX 1: SITE INVESTIGATION
SITE INVESTIGATION
201. General
201.1 These definitions are for the purpose of this site investigation Contract
only.
Definitions
(1) The expression "soil" shall include any material not classified
hereunder as rock or made ground.
(2) The expression "rock" shall mean hard strata found in ledges or
masses in its original position which in normal excavation would
have to be loosened by blasting or pneumatic tools or if by hand,
by wedges and sledge hammers' or strata which in drilling
requires the use of diamond or tungsten carbide bits; or
boulders exceeding 0.3 metres in thickness measured parallel to
the axis of boring.
(3) The expression "made ground" shall mean any deposits or
construction which has been formed by man as distinct from
geological agencies.
(4)((4) The term "exploratory hole" shall mean any kind of hole made to
explore ground conditions.
201.2 Any Clauses in this specification which relate to work or materials not
required in the Contract shall be deemed to apply and part of the
Contract Agreement.
Work not
required
201.3 TIS+ Engineer may require exploration to be carried out by all or any of
the following methods:
Methods of
Exploration
(1) The excavation of inspection pits.
(2) The excavation of trial holes.
(3) Instrumentation and in situ tests as scheduled.
201.4 The Contractor shall survey and record the position and levels of
boreholes, trial pits and geophysical survey lines from suitable reference
points to be set out to the approval of TIS+ Engineer and a datum defined
by TIS+ Engineer together with the Contractors.
Survey
data
202. Sampling
202.1 The preparations for and methods of taking samples, together with their
size, preservation and handling shall be in accordance with "BS 5930 :
1999 Code of Practice for Site Investigations".
Best Accepted
Practice
202.2 All samples shall be protected at all times from temperatures below 5ºC,
and other extremes of climatic conditions.
Protection
Against
Weather
202.3 The Contractor shall take samples in accordance with the Schedule of
Sampling and In-Situ Testing. Sampling
Frequency
202.4 Small disturbed samples shall not be less than 1kg in weight. They shall
be placed immediately in air-tight containers, which they should sensibly
fill.
Small
Disturbed
Samples
202.5 Bulk disturbed samples shall be not less than 25kg in weight. They shall
be representative of the zone from which they have been taken and the
following sampling procedure shall be used: within the limits of the zone
Bulk Disturbed
Samples
7
being sampled all the recovered soil shall be placed on a suitable tray,
care being taken to retain the fines of water bearing granular soils. This
soil shall be mixed by shovel and quartered until the required amount of
soil is obtained, which shall be placed in a polythene bag and tightly
sealed.
202.6 (1) `Undisturbed' driven samples (U100) in cohesive soils, soft or
weathered rock, shall be taken using open drive sampling
equipment, and the core shall have a minimum diameter of
100mm and a minimum length of 450mm where percussion
boring methods are used.
Undisturbed
driven
samples
(2) The sampler cutting shoe shall be clean, sharp and without
burred edges.
(3) The sampling tube shall be steel and fitted with a fully
operational non-return valve. The inside of the sampling tube
shall be smooth, free from rust and lightly greased. The number
of blows, weight of drop hammer, height of drop and length
driven shall be recorded on the Daily Log Sheet.
(4) Immediately after being taken from the borehole or Trial Pit, the
ends of the sample shall be removed to a depth of 10mm and
several layers of molten paraffin wax applied by brush. Any
space between the ends of the tube and the top of the wax shall
be tightly packed with polystyrene or other suitable material
and an airtight lid or screwed cap placed on each end of the
tube.
(5) A small disturbed sample shall be taken from the cutting shoe of
the sampler.
202.7 Sampling of particular soils may be ordered by TIS+ Engineer, including:
Piston sampling
Delft continuous sampling
Block sampling
Special
Sampling
202.8 Before taking a sample or performing a test, the Contractor shall carefully
clean out the bottom of the borehole so that it is free from disturbed or
extraneous material, using a method agreed with TIS+ Engineer at the
commencement of the investigation. Where casing is used, sampling or
testing shall be performed from below the level of the bottom of the
casing.
Preparation
For Sampling
202.9 Where undisturbed sampling proves abortive, the borehole shall be
cleaned out to the full depth of penetration by the sampler and, if casing
is used, this shall be advanced until the bottom is flush with the bottom
of the borehole. The material recovered during cleaning out shall form a
bulk disturbed sample. The procedure above shall be repeated until an
undisturbed sample is successfully recovered, or unless TIS+ Engineer
instructs otherwise.
Abortive
Sampling
202.10 Following a break in the work, such as overnight stoppage, boring shall
be advanced before sampling, for a depth to be agreed with TIS+
Engineer.
Boring to be
advanced
before
sampling
8
202.11 (1) Samples of ground water shall be taken from each boring in
which water is found, or otherwise as directed by TIS+ Engineer.
Where water has been previously added for boring purposes, the
boring shall be bailed out before sampling until only un-
contaminated ground water is present in the boring.
Ground Water
Samples
(2) TIS+ Engineer may require the Contractor to seal off water,
emanating from other zones in borehole, prior to sampling and
the Contractor shall advise TIS+ Engineer as to how best this may
be done.
(3) The sample shall be stored in a watertight container which shall
be washed out with ground water before filling. The sample shall
be not less than 0.5 litre in volume. In the event that the sample
contains any suspended sediment, a larger sample shall be
obtained and the sediment allowed to settle. The clean water
shall then be decanted into the storage container. The depth of
borehole, depth of casing and water level at the time of
sampling and the depth from which the sample was obtained
shall be recorded on the sample, using appropriate non-fade
waterproof marker pen.
203.
Labeling and Storing of Samples and Cores
203.1 Labeling and storing of samples and cores shall comply with Code of
Practice BS 5930 : 1999 unless otherwise directed. Where the
requirements of BS 5930 : 1999 and this Specification conflict, this
Specification shall rule.
Best Accepted
Practice
203.2 All samples and cores shall be securely identified by two labels each
separately tied or affixed to the sample and made out in waterproof
marker pen. The contractor may use his own labelling format, but the
information provided shall not be less than that given in BS 5930 : 1999
(Clause 22.11).
Labelling
203.3 Immediately on extraction, sealing and labelling all samples and cores
shall be delivered to the site sample store which shall be timber or other
approved structure, secure from vandals.
Storing on
Site
203.4 All samples and cores shall be stored in brick and tile-roofed storage
areas in the Contractor's depot. The storage area shall be fitted with
racks and table, and equipped with sample extruder, sink and running
water. The Contractor shall make labour available for moving core boxes,
extruding samples etc, after reasonable notice has been given.
Storing at
Contractor's
Depot
203.5 The Contractor shall transfer the samples and cores from site to his depot
at intervals of not more than 72 hours, measured from the time the
samples and cores were extracted form the ground. The Contractor shall
inform TIS+ Engineer of his intention to transfer samples from site by
giving not less than 8 hours notice.
Transfer of
Samples from
Site to
Contractor's
Depot
9
203.6 Samples and cores shall be retained for a period of 3 months after issue
of the final report on the investigation; thereafter at least 2 weeks
written notice shall be given to TIS+ Engineer before disposal.
Retention and
Disposal of
Samples and
Cores
204. In-situ Testing
204.1 Where load, displacement or other measuring equipment is used or
where the nature of the equipment is such that calibration is required
from time to time, the contractor shall have such instruments calibrated
immediately prior to the contract and at such other times as directed by
TIS+ Engineer, and copies of calibration charts shall be supplied to TIS+
Engineer.
Calibration of
Measuring
Instruments
204.2 The following tests shall be carried out where required and as directed by
TIS+ Engineer. The test equipment, procedure and reporting
requirements shall be as described in Appendix B.
Testing
Requirements
Vane shear test.
Standard penetration test.
In situ modulus determination.
Static electric cone penetrometer test.
Variable head permeability test.Packer permeability test.
Plate Bearing test.
Point Load Test.
Other tests to be determined by TIS+ Engineer.
Alternative equipment, procedure and reporting requirements based on
accepted published standards may be proposed by the Contractor and, if
approved by TIS+ Engineer, may be substituted for those described in
Appendix B.
204.3 All in situ testing is to be carried out by personnel who have been
trained, and are experienced, in the use of the equipment, the test
methods and the recording of results. The Standard Penetration Tests
(SPTs) will generally be carried out by rig operators, but other in situ tests
shall be performed by the Contractor's Engineers or Technical Assistants.
Trained
Personnel
205. Instrumentation
205.1 The Contractor shall install the instrumentation listed in the Schedule of
required, at the locations and depths as directed by TIS+ Engineer.
Requirements
205.2 Where load, displacement or other measuring equipment is used or
where the nature of the equipment is such that calibration is required
from time to time, the Contractor shall have such equipment calibrated
immediately prior to starting work and at such other times as directed by
Calibration
10
TIS+ Engineer, and copies of calibration charts shall be submitted to TIS+
Engineer.
205.3 Casagrande piezometers and standpipes for recording ground water and
changes in ground water levels shall be installed in borings as ordered by
TIS+ Engineer. They shall be installed as described in Appendix C.
Readings of water levels in piezometers and standpipes shall be made by
the Contractor during the period of the Works with an approved
sounding instrument to be supplied by the Contractor.
Installation of
Piezometers
or Standpipes
205.4 Piezometers shall be monitored daily for a period of seven days following
commissioning and thereafter weekly.
Monitoring of
Piezometers
205.5 TIS+ Engineer may require the Contractor to measure the effect of tidal
variation upon ground water levels in all installed piezometers. It is
envisaged that continuous monitoring over a period of 15 hours will be
necessary, the ground water levels and corresponding sea level shall be
recorded simultaneously at
intervals not exceeding 30 minutes.
Measurement
of Tidal
Fluctuations
205.6 All instrumentation installation and monitoring is to be carried out by
personnel who have been trained, and are experienced in the installation
and use of instruments and the recording of results. The work shall be
performed by the Contractor's Engineers or Technical Assistants
approved by TIS+ Engineer.
Trained
Personnel
206. Laboratory Testing
206.1 Laboratory testing shall be performed in accordance with BS 1377 : 1990,
with Bishop and Henkel; with Akroyd; with Kenny and Watson; and with
Brock and Franklin as indicated in Appendix D.
Best Accepted
Practice
206.2 TIS+ Engineer will decide which tests shall be performed and will provide
the Contractor with a Schedule of Tests.
Schedule of
Tests
206.3 The information submitted by the Contractor for each Test shall be in
accordance with Appendix D, unless otherwise directed by TIS+ Engineer.
Information
to be
submitted
207. Reporting Requirements
207.1 Presentation of information shall comply with Code of Practice Site
Investigation BS 5930 : 1999, where appropriate. Where the
requirements of BS 5930 : 1999 and this Specification conflict, this
Specification shall rule.
Best Accepted
Practice
207.2 The Contractor shall prepare Daily Log Sheets for each borehole or trial
pit. The Contractor may use his own format for this purpose but the
information presented shall not be less than indicated in Appendix E, or
elsewhere in this Specification. The Daily Log Sheets shall be submitted to
TIS+ Engineer at the beginning of the working day following the day to
which they refer.
Daily Log Sheets
11
207.3 The Contractor shall prepare preliminary Borehole or Trial Pit Records for
each borehole or trial pit. The Contractor may use his own format for this
purpose but the information presented shall not be less than indicated in
Appendix E, or elsewhere in this Specification. The preliminary Borehole
or Trial Pit Record shall be prepared by a qualified Soils Engineer or
Engineering Geologist and shall be submitted to TIS+ Engineer no longer
than seven working days after completion of the borehole or trial pit to
which it refers.
Preliminary
Borehole or
Trial Pit
Records
207.4 On receipt of the Contractor's preliminary Borehole or Trial Pit Record,
TIS+ Engineer will discuss with the Contractor any items of fact or
interpretation and a Final Borehole or Trial Pit Record will be agreed. The
Final Borehole or Trial Pit Record shall be issued with the Contractor's
Final Report.
Final Borehole
or Trial
Pit Records
207.5 The Contractor shall submit information on in situ tests performed and
instrumentation installed by means of Daily Log Sheets and preliminary
Borehole or Trial Pit Records with additional records as required to
provide the specified information. (See Appendix E). The Contractor shall
discuss and agree with TIS+ Engineer how the information will be
presented in the Contractor's Final Report. Two copies of preliminary
records of instrument monitoring and in situ testing shall be submitted
daily or weekly as appropriate in tabular and/or graphical format to be
agreed by TIS+ Engineer.
Instrumentation
and/or In-Situ
Tests
207.6 The Contractor shall submit two copies of preliminary laboratory test
results in accordance with the requirements in Appendix D, to TIS+
Engineer within three days of the completion Test Results of each week's
testing. Legible photocopies of laboratory work sheets will be acceptable.
Preliminary
Laboratory Test
Results
207.7 The Contractor shall submit to TIS+ Engineer two copies of a Draft Final
Report on the investigation no later than three weeks after completion of
site work or such other period as shall be agreed by TIS+ Engineer. The
Draft Final Report shall comprise:
Draft
Final Report
(a) The text shall contain an Introduction, a Description of Site Work
and a Description of Laboratory Work and interpretive
conclusions on the results found.
Text
(b) The Test Results shall be presented as Tables or Figures (see
below) in accordance with the requirements of this Specification.
Test Results
(c) Instrument monitoring results in a tabular or graphical
presentation, the format of which is to be agreed by TIS+
Engineer.
Instrument
Monitoring
Results
(d) The Figures shall include borehole and trial pit records,
laboratory and in-situ test results, and records of other works
performed during the investigation.
Figures
(e) The Drawing shall include a site plan indicating the positions with
co-ordinates of boreholes or trial pits, in-situ tests and other
works performed during the investigation. A copy of the plan on
Drawings
12
which the Contractor proposes to base his site plan shall be
agreed by TIS+ Engineer before report preparation commences.
(f) Photographs (see Clause 103.9 (5)) whether taken by the
Contractor or TIS+ Engineer.
Photographs
207.8 TIS+ Engineer will comment in writing on items of fact or interpretation
arising from the Contractor's Draft Final Report within a period of two
weeks from receipt of the Contractor's Draft Final Report or such other
period as shall be agreed. A Final Report shall be agreed which shall be
submitted to TIS+ Engineering Department in the required number of
copies within two weeks from the issue of TIS+ Engineers written
comments.
Final Report
13
ANNEX 2: SPECIFICATION APPENDIX A
LABORATORY TESTING
General
The following information shall be submitted for each test:
1. Project name, exploratory hole or trial pit number and sample number.
2. Depth or depths of samples as appropriate.
3. Date of testing and signature of technician.
4. Sample description.
(Where BS Tests are specified, equivalent ASTM tests may be used, following approval by the Engineer). ITEM
TEST
REFERENCE
INFORMATION TO BE SUBMITTED
CLASSIFICATION TESTS
1.
Moisture content
BS 1377:1990 Part 2 Clause 3
1. Moisture content
a) For values less than 10% to two significant figures
b) For values greater than 10% to nearest whole number
2. Method of testing 2.
Liquid limit,
plastic limit,
plasticity index
BS 1377:1990
Part 2
Clauses 4, 5
1. The liquid limit, plastic limit, plasticity index to the
nearest whole number
2. The percentage of material passing the 425 micron
sieve to the nearest 1%
3. The natural moisture content
4. The method of testing 3.
Linear shrinkage
BS 1377:1990
Part 2
Clause 6
1. The linear shrinkage to the nearest whole number
2. The percentage of material passing the 425 micron
sieve to the nearest 1%
3. The history of the sample. 4.
Specific gravity
BS 1377:1990
Part 2
Clause 8
1. Specific gravity of soil grains to nearest 0.01
2. Method of testing
5.
Particle size
distribution
BS 1377:1990
Part 2
Clause 9
1. Results shall be plotted in a semi-logarithmic chart
of the type shown in BS 1377:1990.
2. Method of Testing
3. Sample Treatment
6.
Organic matter
content
BS 1377:1990
Part 3
Clause 3
1. Organic matter content by mass to nearest of the
original oven dry soil mass.
COMPACTION TESTS 7.
Dry density/
moisture content
relationship
BS 1377:1990
Part 4
Clause 3
1. Experimental points (at least 2 either side of
optimum) and a smooth curve through them
showing the moisture content/dry density
relationship
14
ITEM
TEST
REFERENCE
INFORMATION TO BE SUBMITTED
2. Relevant zero air voids line based on measured or
assumed specific gravity
3. The maximum dry density of Mg/m3 to the nearest
0.01
4. The moisture content corresponding to the
maximum dry density
5. The amount of stone retained on the 20mm BS test
sieve.
6. The method and procedure used. 8.
Dry density (site
and/or
laboratory)
BS 1377:1990
Part 4
Clause 4
by Measurement
of triaxial
specimen
1. Dry density of soil to nearest 0.01 Mg/m3
2. Bulk density of soil to nearest 0.01 Mg/m3
3. Natural moisture content
4. Method of testing
STRENGTH TESTS 9.
California Bearing
Ratio
BS 1377:1990
Part 4
Clause 7
1. CBR value to nearest whole number for top and
bottom of sample
2. Moisture content for top, centre and bottom of
sample after testing.
3. Dry density of specimen
4. If soaked and time of soaking, mass of surcharge
and swelling recorded.
5. Method and procedure of test 10.
BS 1377:1990
Part 6
Clause 3
1. Plot of axial compression, strain or voids ratio
against the logarithm of the applied pressure,
with experimental points marked.
2. Plot of compression against time for each loading
and unloading increment with experimental
points marked.
3. Tabulated values of compression ratios coefficient
of volume compressibility (mv m2N) and
coefficient of consolidation (cv m2/year) for each
increment of loading and unloading. 4. Dimensions of specimen 5. Initial and final moisture content 6. Initial bulk density 7. Initial and final voids ratios 8. Specific gravity (assumed or measured) 9. Method of preparation and testing
15
ITEM
TEST
REFERENCE
INFORMATION TO BE SUBMITTED 10. Liquid limit, plastic limit and plasticity test results
(Part 2; Clauses 4, 5) carried out in the same
sample 11.
Unconfined
BS 1377:1990
Part 6
Clause 3
1. The unconfined compressive strength (kN/m2)
2. Preparation of sample(s), ie undisturbed,
compacted, orientation, etc
3. Initial dimensions
4. The initial moisture contents and bulk density
5. The strain at failure
6. Rate of strain based on the rate of drive of the
machine ignoring stiffness of the measuring
system
7. Type and shape of failure 12.
Undrained
(Quick)
triaxial
compression
test (set of 3 test
specimens of
single
102 mm diameter
specimen)
BS 1377:1990
Part 6
Clause 3
1. The maximum principal stress difference and
confining pressure for each test
2. The average shear strength kN/m2
3. Mohr circle diagrams required if principal stress
differences vary more than 10% (set of 3 test
specimens only)
4. As 2 to 7 in Item 13
5. Type of test
13.
Undrained
(Quick)
triaxial
compression
test (multistage
test
on a single
sample)
Bishop &
Henkel
1. The maximum principal stress difference and
confining pressure for each stage of the test.
2. As 2 to 5 of Item 14
14.
Consolidated
undrained triaxial
compression tests
with pore water
pressure and
volume
change
measurement
(set of
3 specimens or
multistage test on
single specimen)
Bishop &
Henkel
Kenny &
Watson
1. As 2 to 7 in Item 13
2. Graphs of volume changes against square root of
time for the consolidation stage of the test
3. Cell pressures kN/m2
4. Back pressures kN/m2
5. Effective pressure kN/m2
6. Period of compression and consolidation
7. Graphs of pore pressure parameter B against cell
pressure
8. Graphs of deviator stress and pore water pressure
plotted against axial strain percentage
9. Pore pressure parameters
10. Final moisture content
16
ITEM
TEST
REFERENCE
INFORMATION TO BE SUBMITTED
11. Final dry density
12. Mohr circle of stress giving values of shear strength
parameters
13. Calculated values of mv, cv and k for each stage of
consolidation
14. Type of drainage adopted 15.
Consolidated
drained triaxial
compression test
with volume
change
(set of 3
specimens
or multistage test
on
single specimen)
Bishop &
Henkel
Kenny &
Watson
1. All information as item 16 except pore pressure
measurement
2. Graph of volume change plotted against axial strain
% during compression
1. Normal pressure kN/m2 2. Peak shear stress kN/m2
3. Strain at peak shear stress %
4. initial voids ratio
5. Effective shear strength parameters both peak and
residual c' kN/m2 O/ ' degrees and c'r kN/m2 O/ 'r
degrees.
6. Moisture content after test
7. Dry density after test
8. Voids ratio after test
9. Dimensions after consolidation and after test
10. Graphs of volume change against time during
consolidation stage
11. Graph of effective shear stresses against effective
normal stress
12. Strain at residual shear stress %
13. Graph of effective shear stress against strain
17
ITEM
TEST
REFERENCE
INFORMATION TO BE SUBMITTED
14. As 2, 3, 5 and 6 on item 13 21.
Hand vane test
TRRL
1. Preparation of sample. ie undisturbed; remoulded
2. Natural moisture content 3. Remoulded moisture content 4. Dimensions of soil specimen tested 5. Dimensions of vane used 6. Depth of penetration of vane 7. Maximum torque and calculated undrained shear
strength (for each test) 8. Remoulded shear strength (if specimen not
remoulded under 1) 9. Moisture content in failed zone 10. Considerations regarding anisotopy and shear
strength distribution 22.
Point load
strength
test of cores
ISRM
1. Water content at time of testing
2. Sample storage history
3. Orientation and nature of any planes of weakness
4. Failure load and platen separation distance
5. Point load strength index Is and point load strength
index corrected to a reference diameter of 50mm
Is(50)
ANNEX 2: SPECIFICATION APPENDIX B
IN SITU TESTS
B.1 Standard Penetration Test
Equipment and Procedure;
(1) The test equipment and procedure shall be as described in BS 1377 :
1990; Test 19, and the drive hammer shall be of the type incorporating
an automatic trip mechanism to ensure free fall.
(2) The maximum intervals between tests measured centre to centre shall
be as stated in the Schedule of Sampling and In-Situ Testing.
(3) When tests are performed in soils containing gravel or flints the driving
shoe of the split barrel sampler shall be replaced by a solid 60 degree
cone, or the split barrel sampler with solid cone may be replaced by an
identically dimensioned solid test rod.
(4) If required by the TIS+ Engineer these tests shall be extended to record
'N' values greater than 50.
(5) Where a solid cone is used or where no soil is recovered in the split
sampler, a 'small disturbed' sample shall be obtained from the position of
the test.
Information to be submitted;
(6) The number of blows for the first 150mm penetration.
(7) The number of blows for each successive 75mm penetration or
penetration produced by 50 blows.
(8) The penetration resistance ('N' value).
(9) Whether split barrel sampler or solid core was used.
B.2 Vane Shear Test
(1) The Engineer may require in-situ vane tests in soft or sensitive cohesive
soils, either in borings or using penetration vane equipment, as described
below.
(2) The equipment shall be to the approval of the Engineer and shall be as
described in the BS 1377. An apparatus in which the torque is applied
through a worm and pinion mechanism shall be used.
(3) Where vane tests are being performed close to another exploratory hole
or trial pit the distance between holes shall be not less than 10m
measured from the perimeter of the holes.
(4) The method of performing the test shall be in accordance with B.S. 1377
Test No. 18 and both peak and remoulded strengths shall be determined.
(5) For tests in borings a small disturbed sample representative of the
ground from where the test was performed shall be obtained.
(6) Penetration vane testing shall be carried out in accordance with BS
1377:1975 using a 65mm diameter x 130mm high cruciform vane
mounted on 20mm diameter rods within a 42mm OD casing which can
be jacked to the test positions. Extension rods and casing lengths shall
be in lengths of approximately one metre. A small pit shall be dug to
accommodate the vane head and the jacking frame positioned and held
down by pickets. The first test shall be performed at 1m depth and
subsequent tests at 500mm intervals there below. The rate of rotation
of the vane shall be 0.1 degree/second until the peak strength has been
mobilised. The vane shall then be rotated 25 times using the handles on
the torsion head and the test repeated to obtain the remoulded
strength.
(7) Information to be submitted:
(1) Peak and remoulded vane shear strengths in kN/m2 expressed to
two significant figures.
(2) Type of vane test apparatus with dimensions of the vane and
relevant constants.
(3) Maximum reading of torque scale in degrees.
(4) Time taken to reach maximum torque.
(5) The sensitivity of the soil.
(6) Nature of reaction used.
B.3 Dynamic Probing - Hand
Equipment and Procedure:
(1) The hand probing equipment shall be 25mm nominal diameter such as
the Mackintosh Boring and Prospecting Tool or similar approved.
(2) The hand probing equipment shall be provided and maintained on site
for the duration of the Contract and shall be used as directed by the
Engineer.
(3) The equipment shall also be used by the Engineer.
Information to be submitted:
(4) Dynamic probing journal as required by Specification Clause 212.2.
(5) Dynamic probe record as required by Specification Clause 212.3.
B.4a Static Electric Cone Penetrometer Tests
Equipment and Procedure:
(1) Static electric cone penetration testing shall be carried out using
approved equipment in accordance with the recommended standard -
Appendix 'A' of the "Report of the Sub-committee on the Penetration
Test for use in Europe' published by the International Society for Soil
Mechanics and Foundation Engineering.
(2) The penetrometer tip shall consist of a smooth finished fixed cone with a
separate smooth friction sleeve and a continuous recording of the cone
resistance and sleeve friction resistance shall be obtained. The Engineer
may reject either cone or sleeve showing signs of wear. The tests shall
be carried out using cones of suitable capacity to determine the soil
conditions at the depth to be penetrated.
(3) The rate of penetration shall be 20mm per second with a tolerance of +
5mm per second. Penetration shall be obtained using a machine capable
of providing a uniform thrust over a stroke of not less than 1m. The push
rods shall be straight and shall be joined to form a rigid series with a
continuous axis. The thrust shall be applied vertically and checks to
determine the angle of thrust shall be made during the course of each
test.
(4) The cone resistance and sleeve friction resistance shall be measured
separately using a temperature compensated electrical cone. The signals
shall be transmitted to a data recording system which will allow direct
accessibility to the information.
(5) All measuring equipment shall be calibrated immediately prior to
commencing work and copies of the calibration certificates shall be
supplied to the Engineer.
(6) For each test, the Contractor shall prepare a Daily Journal in a form to be
approved by the Engineer not later than the following day during the
progress of the investigation. The Daily Journal and preliminary
Engineers' records shall contain the information required by Appendix E.
(7) The results of cone resistance and friction sleeve resistance shall be
plotted separately and continuously in graphical form against depth of
penetration. A copy of these results shall be submitted to the Engineer
with the Daily Journal.
(8) The Contractor is required to issue draft final records to the Engineer not
later than one week after completion of the fieldwork. The results which
shall be presented in a graphical form to be approved by the Engineer,
shall include the continuous profiles of the cone and friction sleeve
resistance with depth, a profile of the 'friction index' with depth and an
inferred record of the soil type.
(9) Agreed copies of the final records shall be included in the Final Report.
B.4b Static Probing - Mechanical Cone Penetrometer
Equipment and Procedure:
(1) Static-mechanical cone penetrometer tests (Dutch Cone Tests) shall be
carried out where indicated by the Engineer and shall comprise the
measurements of the end bearing and side friction components of
resistance determined during the penetration into the ground of a
pointed steel cone.
(2) The cone shall be smooth and have an area of 1000mm2 and an apex
angle of 60 degrees, and shall be fitted with a separate smooth skirt
enabling the measurements of cone resistance independent of friction.
The Engineer may reject either cone or sleeve showing signs of wear.
The cone shall be advanced continuously at a rate of penetration not
exceeding 20mm/second during testing. Cone and friction sleeve
resistance shall be measured at least at 200mm intervals or as directed
by the Engineer. The retraction equipment provided shall have a
maximum static load of 17Mg and the penetrometer shall be capable of
testing to depths of up to 20 metres.
(3) If the rods are to be left in the ground overnight, the cone and friction
sleeve shall be retracted from the bottom of the hole at the end of the
day.
(4) Every effort must be made to maintain the verticality of the probing rods
for the full depth of the probing. Bent probing rods shall not be used.
(5) Information and records shall be submitted as outlined in Appendix E.
B.5 Variable Head Permeability Tests:
(1) Variable head permeability tests may be required in boreholes or in
Casagrande type piezometers as described in BS5930 : 1981.
Only clean water shall be used, the temperature of which shall not be
lower than that of the natural ground water.
(2) For borehole tests the following data shall be provided:
(a) Borehole No.
(b) Date and time of start and finish of test.
(c) Internal diameter of casing or of borehole if uncased.
(d) Diameter of borehole below ground level.
(e) Depth of borehole below ground level.
(f) Depth of casing below ground level.
(g) Height of casing above ground level.
(h) Depth of water table prior to commencement of test, how this was
determined, and its temperature.
(i) Depth of water level in borehole prior to commencement of test.
(j) Depth of gravel pack, where used, before and after test, and its
temperature.
(k) Grading and source of gravel pack.
(l) Tabulated depth of water below top of casing against elapsed time.
(m) Calculated permeability.
(n) Equation and graph used for calculation of permeability.
(3) For tests in piezometers Items a, b, f, h, m, and n of sub-clause above;
additionally:
(o) Depth of water level in the piezometer prior to commencement of
test.
(p) Diameter and length of tubing.
(q) Height of tubing above ground level.
(r) Depth, dimensions and type of piezometer tip.
(s) Depth, length and diameter of sand pocket.
(t) The grading and source of the sand used in the pocket.
(u) Tabulated depth of water below top of tubing against elapsed time.
B.6 Constant Head Permeability Tests in Boreholes or Casagrande Type
Piezometers
(1) Constant head permeability tests may be required in boreholes or in
Casagrande piezometers installed in the boreholes. A gravel pack shall
be used. Only clean water shall be accepted, the temperature of which
shall not be lower than that of the natural ground water.
(2) The Contractor shall propose a method of adding water to the borehole
or piezometer in such a way that constant head conditions are
maintained. The method of measuring flow quantities shall be such that
the apparatus used is at the middle of its recording range.
(3) The data to be provided for each test shall include those given in
Appendix B.5 and the following:
(v) Method of adding water to the borehole or piezometer.
(w) Method of measuring the rate of inflow.
(x) Duration of test.
B.7 Packer Tests:
(1) Packer tests may be required using a single or double packer as described
in BS5930 : 1981. Only clean water shall be used, the temperature of
which shall not be less than that of the ground water. Tests shall be
carried out at three pressure increments and two decrements, equivalent
to 1/3 P, 2/3 P and 1P where P is the total overburden pressure at the
level of the test. If any other pressure is required this will be specified by
the Engineer. Normally, the flow rate at each pressure shall be recorded
over five minute intervals (to a maximum of three periods) or less if
similar results are obtained in two consecutive periods. The pressure
difference between each increment/decrement shall not normally be less
than 35kN/sq.m and the pressure in the packer units shall be at least
300kN/sq.m greater than water pressure.
(2) The Contractor shall propose a method of adding water to the borehole
or piezometer in such a way that constant head conditions are
maintained. The method of measuring flow quantities shall be such that
the apparatus used is at the middle of its recording range.
(3) The following data shall be provided for each test:
(a) Borehole or Trial Pit No.
(b) Borehole depth and diameter.
(c) Date and time of start and finish of test.
(d) Depth and diameter of casing.
(e) Level of packer or packers.
(f) Packer type and pressure.
(g) Length and diameter of test section of borehole.
(h) Gauge height above ground level.
(i) Water table at time of test and how this was determined.
(j) Record of flow rate (litres/min) for each five minute period at given
pressure.
(k) Details of any corrections applied.
(l) Calculated permeability (m/sec).
(m) Equation used for calculation.
(n) Graph of flow rate against pressure.
B.8 Constant Head Permeability Testing using Twin Tube Hydraulic Piezometers
(1) The constant head for these tests shall be applied via a tank of
approximately 100 litres capacity located on a stand such that a constant
head may be applied at a number of elevations. The tank shall be
connected to a triple burette system (total capacity 150 ml) by 6.5mm
diameter polythene piezometer tubing into a junction block at the base
of the burettes such that the constant head source can be applied
upwards through the burettes or by-pass them and be linked directly into
the return lead of the piezometer. A constant head back-pressure unit
shall be connected to the top of the burette system enabling each
burette to be pressurised individually. Each burette shall have a
paraffin/water interface to enable flow measurements to be made and
shall be connected to the inflow lead of the piezometer.
(2) In order to perform a CHT the existing head at the twin tube piezometer
shall be recorded and the constant head tank adjusted to provide an
excess head of between about 1 and 5m. The constant head tank shall
then be connected to the return lead of the piezometer and the pressure
head recorded by the transducer unit via a suitable connection. The
back-pressure unit shall be adjusted to the same pressure as the constant
head and switched on to the return lead of the piezometer. In order to
make a flow measurement the return lead of the piezometer shall be
isolated from the constant head tank and the inflow lead connected to
the back-pressure unit via one of the burettes. The flow through the
burette shall then be recorded together with the time from the start of
the test. The tests shall be run until the Engineer instructs that sufficient
readings have been taken to allow the permeability to be assessed. A
suitable weatherproof and portable shelter shall be provided to protect
equipment and personnel.
(3) The twin tube hydraulic piezometers with which the tests shall be
conducted shall be installed as described in Appendix C.2.
(4) Interpretation by the test data shall be in accordance to the methods
proposed by Gibson and detailed in BS 5930: 1981.
(5) Information to be submitted shall include all that required in Appendix
Clause B.6.
B.9 Pressure Meter Tests:
(1) Pressure meter tests shall be performed by a qualified technician. They
shall normally be carried out in rotary cored NX or BX holes at depths
determined by the Engineer. Where water is added to the borehole a
plasticiser may be included with the water to prevent softening of the
soil. The test shall be performed below the casing immediately after
drilling. The test shall be completed within 6 hours of boring the test
section or, where the pressuremeter is installed below the base of the
borehole, within 6 hours of installing the pressuremeter. After placing
the pressuremeter, the pressure shall be applied in increments and the
corresponding volume changes noted at 30 seconds, 1 minute and 2
minutes at constant pressure. The test shall consist of a minimum of 8
pressure increments to failure. Where required by the Engineer an
unload/reload cycle shall be performed during the test.
(2) The pressuremeter, cable and pressure gauges shall be calibrated before
commencing tests at any location and again after completion of all tests
at that location. Calibration shall also be made when any changes are
made to the equipment in use.
(3) The following information shall be provided for each test immediately
after completion of that test:
(a) Trial Pit No.
(b) Date and time of test.
(c) Ground level referred to Datum.
(d) Internal diameter of casing or of borehole if uncased.
(e) Diameter of borehole below casing.
(f) Depth of borehole below ground level.
(g) Depth of casing below ground level.
(h) Water level in borehole during test.
(i) Depth to pressuremeter test section below ground level.
(j) Type and diameter of pressuremeter.
(k) Type and length of cable between pressuremeter and gauge unit.
(l) Nature of fluid used to inflate pressuremeter and guard cells.
(m) Brief description of soils at depth of test section.
(n) Table of measurement made during the test.
(o) Pressuremeter equipment calibration curves.
(p) Graph of volumetric expansion against pressure for pressuremeter
test (without calibration or other corrections).
(q) Draft of Field DCP result to be recorded.
(r ) Preservation of soil sample serial numbering and location of
acquisition.
(4) The following information shall be provided for each test within one
week of completion of that test:
(s) Graph of volumetric expansion against pressure for pressuremeter
test containing all calibration and other corrections.
(t) Pressure meter modulus of deformation, Em for the initial loading
and, where applicable, the cyclic unloading/reloading pressure
range.
(u) Pressuremeter undrained shear strength,(Cu)m.
(v) The method of calculation and pressure range of Em and (Cu)m.
(w) Result of Tests taken from each respective site whether it is in situ or
laboratory test.
B.10 Plate Bearing Tests:
1. Plate bearing tests shall be carried out in trial pits at locations and depths
to be decided by the Engineer.
2. The plate size shall be 300mm x 300mm and the distance between the
edge of the plate and the pit sides shall be not less than 0.6m. The soil
surface at the test location shall be carefully levelled by hand to provide
a full bearing surface for the plate. Where, in the opinion of the
Engineer, it is not possible to obtain a flat bearing surface the plate shall
be bedded on a thin layer of plaster of Paris or other approved material.
3. Reaction may be provided by dead load or by anchorages, and shall be
not less than 10 tonne. The plate shall be loaded in stages, to 0.1, 0.5,
1.0 tonne and thereafter in increments of 1 tonne, or otherwise as
directed by the Engineer. The load on the plate shall be held constant
until settlement has, in the opinion of the Engineer, sensibly ceased. On
completion of the loading increments the plate shall be unloaded in
three decrements and the rebound measured at each stage. The system
of load measurement shall be accurate to 0.01 tonne.
4. The settlement of the plate and tilt along both axes shall be measured to
an accuracy of 0.1mm using dial gauges or other approved method. The
settlement shall be related to an arbitrary fixed datum which shall be so
located as to be remote from the influence of the plate loading; the
datum shall also be protected against the effects of temperature changes
during the course of this test.
5. The loading and settlement measuring equipment shall be calibrated in
accordance with specification Clause 209.1.
6. After completion of the test a small disturbed sample of the soil shall be
taken from beneath the area of plate.
7. The following data shall be provided for each test.
(a) Trial Pit No.
(b) Date and time of start and finish of test.
(c) Ground level at trial pit referred to Datum.
(d) Depth to water table.
(e) Depth to plate test level.
(f) Size of plate.
(g) Method of bedding plate at soil surface.
(h) Graph of settlement of the centre of the plate, and of the edges
where tilting occurs, versus applied load showing the amount of
settlement immediately after application of load increment and final
settlement. This graph shall be plotted during the test.
(j) Brief description of soil encountered beneath the plate.
Transition Initiatives for Stabilization Plus – TIS+
Page 28 of 28
REFERENCES:
Akroyd, T W N Laboratory Testing in Soil Engineer, Soil Mechanics Ltd, 1957
Bishop, A W and
Henkel, D J
The Measurement of Soil Properties in the Triaxial Test, Edward
Arnold, 1957
Broch E and
Franklin J A
The Point Load Strength Test, Int J Rock Mech & Min Sci Vol 9 1972,
pp 669-697
Kenny T C and
Watson
Multi-stage triaxial test for determining C' and 0' for saturated soils.
Proc 5th Int Conf Soil Mech & Found Engr, 1, 1961
Head K H Manual of soil laboratory testing. Vols 1 to 3.
![REQUEST FOR QUOTATIONS THIS RFQ [ ] IS [ PAGE OF PAGES › wp-content › uploads › sites › ... · request for quotations (this is not an order) this rfq [ ] is [x] is not a small](https://img.pdfslide.us/doc/110x75/5f0cd7e47e708231d437681e/request-for-quotations-this-rfq-is-page-of-pages-a-wp-content-a-uploads.jpg)
