AHBeosumbarPrTechEngCV2013Vol2

7.i AH Beosumbar
Pr Tech Eng, BTech Civ Eng, MIMESA, MSABTACO, AMSABITA, AMGSSA
CV AUGUSTJULY 2012
ASHWIN BEOSUMBAR
PROFESSION : MUNICIPAL ENGINEERING (CIVIL)
RAPID RESPONSE SPECIALIST (DEPT OF WATER AFFAIRS)
EXPERT PAVEMENT ASSESSOR
PAVEMENT PRACTITIONER
31 YEARS EXPERIENCE
Westville, 3629, KWAZULU-NATAL
REPUBLIC OF SOUTH AFRICA
Mobile : +27(0)79 1009660
Email : ash1bce@gmail.com
To be read in-conjunction with:
Abridged CV JULY 2012
(issued herewith or available on request (Click Here)).

7.ii AH Beosumbar
INDEX : ABRIDGED CV JULY 2012
SECTION DESCRIPTION PAGE
Overview 3
A Personal Particulars 4
B Professional Awards 4
C Tertiary Education 4
D Statutory Registration 4
E Professional Development Record 5
F Membership of Professional Associations 5
G Professional Papers , Presentations & Publications 6
H Employment Record 7
I Engineering Software 8
J Professional Referees 8
Refer to
Annexure
A
Certificates

7.iii AH Beosumbar
INDEX : ADDENDUM TO ABRIDGED CV AUGUST 2012
SECTION DESCRIPTION PAGE
H
Addendum
1
Employment Record & Industrial Experience 7.1
Addendum
2
BRIEF PROJECT REPORT : VUKANI ACCESS ROAD : km0+0 –
km13+5 (Bus Route)
7.17
Addendum
3
Samples of calculations, documents and drawings 7.24
Addendum
4
Industrial Responsibility 7.31
Addendum
5
Social Responsibility 7.32

7.1 AH Beosumbar
H
ADDENDUM 1
EMPLOYMENT HISTORY & INDUSTRIAL EXPERIENCE
(REVERSE CHRONOLOGICAL ORDER)
I Period : PRESENT TO DECEMBER 1996
Position held : DIRECTOR : ENGINEERING SERVICES
Employer : BEOSUMBAR & ASSOCIATES
Major Projects :
A. Project Name : Upgrading of existing Municipal Services and provision of new
infrastructure in various towns : Free State & Northern Cape
Water, Sewer, Roads
Organization : Municipality
Location : Province of Free State, Province of NC, RSA
Period : Present – Jan 2010
Position held : Principal Agent, Drainage/Roads/Water Services Engineer
Details of the Project :
Rural – semi-rural municipalities situated in the eastern Free State and western Northern Cape situated in the
summer rainfall region of SA. Low/high air temperatures vary between -5 and 45 degrees C periodically
reaching around 40 degrees ave C in summer. High intensity-short duration storms are a frequent occurrence
(60-85mm/hr) mainly in summer from October to March. The landform comprises interior plains or endoergic
areas with irregular hills and rocky outcrops extending into the Orange WMA, predominantly agriculture and
urban development which may be described as mixed formal and informal, dense at places. The region enjoys
unspoiled natural beauty, is internationally renowned for the production of diamonds and other minerals and
agriculture.
Over the recent years, several developmental projects have been implemented in these towns including roads,
drainage, water, sewer upgrade etc. to deal with urban sprawl and a large proportion of historically neglected
communities. For various reasons, performance of these projects is muted if not non-existent; much to the
dismay of the authorities.
B&A has the task of guiding municipal development; providing professional services and mentorship in
drainage and road engineering and water services projects; promoting local confidence and private
investment.
Duties Performed :
Applicant fulfills the duties of Principal Agent and Drainage/Roads/Water services Engineer and exercises
independent engineering judgment and decision-making responsibility at the level of Principal in a private civil
and structural engineering consulting practice. He organizes and manages a multi-disciplinary Project Team
consisting of Urban Designer/Architect, Town & Regional Planner, Land Surveyor and Engineering team
consisting of engineering surveyor; design engineers and technicians, GIS specialists, field testing and
laboratory personnel; Formulates local material, flow measurement, data capture and testing protocol.
Undertakes desktop studies and site investigations including topographical, geological and material
investigations, review current municipal design plans and documentation and provides mentorship.
Upgrading areas and improvements have been identified; however, progress is very slow; pending completion
of funding, procedural and other formalities by Client.

7.2 AH Beosumbar
B. Project Name : Major Upgrade to KwaNgolozi Clinic
Upgrading and Additions to Mvaba High School
Upgrading and Additions to Senzokwethu Seondary School (R21m)
Organization : Department of Public Works, KwaZulu-Natal
Location : Ntuzuma, Province of KwaZulu-Natal, RSA
Period : Present – March 2008 (29 months)
Position held : Project Engineer
Existing State institutions comprising upgrading and additions to composite brick and reinforced concrete
structures, improvements to site sewer and stormwater drainage, water supply and first-aid fire
installations, blacktop access road and on-site turning and parking areas, building platforms and sports
fields.
Duties Performed :
Applicant fulfills the duties of Project Engineer and exercises independent engineering judgment and
decision-making responsibility at the level of Principal in a private civil and structural engineering
consulting practice. He organizes and manages the engineering team consisting of structural engineer,
technicians and GIS specialists. Formulates civil engineering design and implementation strategies;
undertakes desktop studies and site investigations including investigation of existing municipal water
supply including residual supply pressures; design of building platforms (earthworks & SWD), road works,
main sewer lines; main water supply pipelines including fire installation to SABS0400-90. Flood line,
backwater computations and erosion control in accordance with TRH25 V1-3. Estimate of quantities,
supervising preparation of drawings and details, Project Reports and Quantity calculations SABS1200,
preparation of tender documents, tender procedures, tender evaluation and award recommendation.
Construction monitoring (Part-Time). Evaluating results of contractor’s commissioning procedures and
tests and witnessing final performance and acceptance tests on site. Provide record drawings, and
handing over to Client.
Upgrade, additions and improvements have been identified.
Construction work is completed at KwaNgolozi Clinic; however, further progress at Mvaba and
Senzokwethu is slow, due to project funding and other external constraints.

7.3 AH Beosumbar
C. Project Name : Upgrading of Provincial Road 52/2 (R21m)
Organization : Emzansi Engineers JV
Department of Transport, Province of KwaZulu-Natal, RSA.
Location : Nongoma, KwaZulu-Natal, RSA.
Period : Jan 2010 - April 2008 (28 months)
Position held : Drainage/Pavement Engineer
Blacktop provincial road 6,5km approx 4000 v.p.d 10-15% heavies. Approach to town of Nongoma
situated in the summer rainfall region of SA. Low/high air temp varies between 10 - 35 degC periodically
reaching 40 degC in summer. High intensity-short duration storms are a frequent occurrence (60-
85mm/hr mainly in summer from Oct to Mar. Landform comprises rolling to mountainous country side, a
mixture of grasslands, agriculture and peri-urban to urban development which may be described as
informal, dense at places and of a random character, with regular uncontrolled encroachment over the
road reserve. The road pavement had exceeded its serviceable life and was unsafe.
Challenges included strenuous budgetary constraints, possible under-traffic wet-weather construction,
complex driver and pedestrian behavior, little/no scope for post-upgrade stormwater disposal/escape
routes; complex combination of steep and flat topography; highly variable and “wet” in-situ pavement
layers (pre-upgrade EMC approx. 19%); dry, eroded natural watercourses; desperate lack of potable and
construction water, shallow depth to hard bed rock at most places; mountainous terrain with steep side-
slopes; erodible materials and siltation of side drains, unavailability of pavement materials locally, lack of
historical construction and maintenance records, lack of prior maintenance.
Duties Performed :
Fulfilled the duties of Drainage/Pavement Engineer and exercised independent engineering judgment and
consulting practice.
Organized and managed the engineering team consisting of surveyor; design technicians, field testing
and laboratory personnel; maintained oversight on traffic counting and on visual assessment of road
structure TMH 9 : 1992 (PMS); formulated pavement testing protocol and oversaw intrusive testing of
structural layers by DCP, in-situ moisture and density measurements, logging of inspection pits, rut-
depths, layer deflection measurements, by Benkleman Beam or FWD. Supervised preparation of detail
geometric and physical designs and drawings.
Undertook desktop studies and site investigations including topographical, geological and material
investigations; hydrological estimates using Rational, Unit Hydrograph and SCS methods; calculation of
Hydraulic properties including flow types, flooded road-width and flow interception analysis, hydraulic
grade lines, water-surface and backwater elevations and effects of scour (natural and constructed open
and sub-surface waterways, bridge, culverts and piped conduits) using NTC procedures and PCSWMM.
Evaluated standard structures and designed specialized high interception and discharge control
structures and stilling basins, self-sustaining seepage control and scour reduction mechanisms.
Undertook statistical treatment of data, material parameter assessments from field and laboratory tests
(Sieve Analysis, Atterberg limits, CBR); calibration of measured parameters; Deflection bowl analysis and
back calculation of layer moduli (PADS & RUBICON); estimation of remaining pavement life (Asphalt
Institute & TRRL methods); overlay design using stress/strain/mechanistic/Shell design method. Widening
or new layerworks computed using mechanistic/linear-elastic design methods in accordance with SAMDM
(CSIR). Computed pavement deterioration curves using the concept of effective cumulative traffic loading
rates. Computed capital and anticipated life cycle costs with the aid of Surf software and manual
computations. Wrote reports including recommendations, specifications, finalized schedules of quantities
and prepared tender documentation.
Targeted Engineering achievements include: reduced capillary suction in pavement zone (post-upgrade
EMC <5%); sustained moisture release in natural waterways; improved road capacity, riding and
functional quality; improved safety. Long term relief on the community, local animals and aqueous habitat.

7.4 AH Beosumbar
D. Project Name : Upgrading of Provincial Road 235/2 (km0-km35) (R100m)
Organization : Jeffares & Green JV
Location : Hlabisa to Nongoma, KwaZulu-Natal, RSA.
Period : March 2008 to April 2005 (36 months)
Gravel provincial road 35,0km approx 500 v.p.d 10% heavies. Approach to towns of Hlabisa & Nongoma
situated in the summer rainfall region of SA. Low/high air temp varies between 10 - 35 degC periodically
reaching 40 degC in summer. High intensity-short duration storms are a frequent occurrence (60-
85mm/hr mainly in summer from Oct to Mar. Landform comprises rolling country side, grazing, peri-urban
development which may be described as informal and of a random character. The road was to be
reconstructed to blacktop standards. Design speed 100km/hr.
Challenges included construction desperate lack of potable and construction water, shallow depth to hard
bed rock at most places; erodible materials and siltation of side drains, concurrent segmental construction
by small enterprises requiring mentorship (by others).
Duties Performed :
Fulfilled duties of Drainage/Pavement Engineer and Engineer in terms of GCC. Exercised independent
engineering judgment and decision-making responsibility at the level of Principal in a private civil and
structural engineering consulting practice.
Organized and managed the engineering team consisting of surveyor; design engineer, technicians, field
testing and laboratory personnel and resident engineer. Oversaw preparation of detail designs, tender
and working drawings.
(Sieve Analysis, Atterberg limits, CBR); calibration of measured parameters; New pavement parameters
and recommendations computed using TRH 4 and mechanistic/linear-elastic design methods in
accordance with SAMDM (CSIR).
Wrote reports including recommendations; prepared specifications, finalized schedules of quantities and
prepared tender and contract documentation. Advised client on tender strategies and suitable contractors
and calling for tenders when instructed to do so by the client. Oversight on tender procedures, conducting
engineers site inspection meeting, tender evaluation.
Advice to the client on any alternative designs and tenders. Analyses of tenders and submission of
recommendations on the acceptance of tenders. Overall contract administration and co-ordination, as
well as construction monitoring of the execution of the works for compliance with the contract. Issuing
instructions to contractors on behalf of the client. Issuing certificates for payment of contractors and
submitting regular reports regarding works finances and anticipated completion dates and final costs.
Preparation of and issuing variation orders on behalf of and after consultation with the client. General
inspection of materials and equipment for compliance with the original design and tender. Agreeing final
quantities with contractor, compiling final accounts and issuing final payment certificates. Witnessing final
performance or acceptance tests on site. Implementation of a project specific Quality Management
System (QMS).

7.5 AH Beosumbar
E. Project Name : Upgrading of Vukani Access Road (R26m)
Organization : Ethekwini Municipality.
Location : Amatata, KwaZulu-Natal, RSA.
Period : November 2006 to July 2004 (28 months)
Position held : Project Leader : Drainage/Pavement Engineer
This contract covered the improvement of 13,5km road geometrics, construction of a cost-effective
pavement and all-weather blacktop wearing course 6.0m wide and improvements to the associated
stormwater control and drainage system. During the implementation process, various challenges
including a strenuous budget had to be dealt with in order that the project was soundly constructed and
successfully completed. The engineering aspects encountered included winding geometric alignment
coupled with a steep or “roller-coaster” longitudinal alignment; lack of historical construction and
maintenance records for the road pavement; highly variable pavement material quality on the existing
road; unavailability of satisfactory materials locally for pavement layerworks; shallow depth to hard bed
rock; mountainous terrain with steep side-slopes; erodible materials and siltation of side drains. Additional
threats to project were industry wide shortage of cement whilst layerworks construction was in progress
(construction reached km 3); unsatisfactory workmanship on the permanent Works (km10+000 to
km13+500).
Duties Performed :
System (QMS).

7.6 AH Beosumbar
F. Project Name :
Burlington Greenfields Residential Development (R21m)
Roads, SWD, Water, Sewer
Organization : Ethekwini Municipality, Province of KwaZulu-Natal, RSA.
Location : Durban, KwaZulu-Natal, RSA.
Period : September 2006 to August 2005 (13 months)
Position held : Project Leader : Drainage/Roads Engineer
500 plot residential development situated in the western suburbs of the Durban CBD. Annual summer
rainfall 1200mm. Low/high air temp varies between 10 - 35 degC. High intensity-short duration storms are
a frequent occurrence (60-85mm/hr). Landform comprises rolling greenfield with steep side slopes.
Challenges included erosive soil (in-situ voids content approx. 40%), strenuous budgetary constraints,
depth to hard bed rock <1m; build-up of silt, area was used as an informal industrial disposal site;
possible multi-phase flow and rapid grade changes; possible railway crossing by sewer.
Duties Performed :
Fulfilled duties of Drainage/Pavement Engineer. Exercised independent engineering judgment and
Organized and managed the engineering team consisting of surveyor; design engineer and technicians.
Oversaw preparation of detail designs, tender and working drawings.
Undertook desktop studies and site investigations including hydrological estimates using Rational, Unit
Hydrograph and SCS methods; calculation of Hydraulic properties including flow types, flooded road-
width and flow interception analysis, hydraulic grade lines, water-surface and backwater elevations and
effects of scour (natural and constructed open and sub-surface waterways, culverts and piped conduits)
using NTC procedures and PCSWMM. Water Reticulation design incorporating hydraulic design by Hardy
Cross method (assumption: flow throughout network; balanced head losses), checking of residual and
design pressures, flow rates using Hazen-Williams formula (Check by Pipen computer software); Sewer
hydraulic design and evaluation of standard manholes and existing Trunk Main using PCSWMM.
Material parameter assessments from field and laboratory tests (Sieve Analysis, Atterberg limits, CBR);
statistical treatment of data, calibration of measured parameters; New pavement parameters and
recommendations using TRH 4 and mechanistic/linear-elastic design methods in accordance with
SAMDM (CSIR).
recommendations on the acceptance of tenders.

7.7 AH Beosumbar
G. Project Name : Sewerage reticulation in the towns of Ficksburg, Senekal, Marquard &
Clocolan (R10m)
Water reticulation : Meqheleng, Clocolan
Organization : Setsoto Municipality
Location : Province of Free State, RSA
Period : March 2006 – March 2005 (12 months)
Position held : Drainage Engineer
Setsoto Municipality is situated in the eastern Free State encompassing the towns of Ficksburg, Senekal,
Marquard & Clocolan. It is bound by the Caledon River and Lesotho International Boundary towards the
south and east, Bethlehem in the north and Thaba Nchu in the west. The municipality had decided to
eradicate on-site sewerage disposal by constructing a water-borne system over various areas
encompassing some 14000 residential plots.
Duties Performed :
Fulfilled duties of Drainage Engineer. Exercised independent engineering judgment and decision-making
responsibility at the level of Principal in a private civil and structural engineering consulting practice.
Undertook desktop studies, site investigation, gathering reference data and information on existing
infrastructure, hydrological assessment and compute peak run-offs; detailed hydraulic analysis of the
minor sub-systems and sewer network analysis using PC SWMM; Indicate flood plains and advise
affected residents; Analyse problem areas and recommend upgrade measures or alternatives; undertake
detail hydraulic analysis of existing trunk sewer mains, compute peak reserve capacity. Analyse water
quality ex. Water treatment works and available reserve capacity of works. Analyse water purification
capacity and make upgrade recommendations including requirements for increased raw water
accumulation. Wrote reports; prepared specifications, finalized schedules of quantities and prepared
tender and contract documentation. Advised client on tender strategies and suitable contractors and
calling for tenders when instructed to do so by the client. Oversight on tender procedures, conducting
recommendations on the acceptance of tenders.

7.8 AH Beosumbar
H. Project Name : Upgrading of Provincial Road 235/1 (km21-km47) (R100m)
Organization : Jeffares & Green JV
Location : Hlabisa, KwaZulu-Natal, RSA.
Period : March 2005 to November 2002 (28 months)
Gravel provincial road 26,0km approx 500 v.p.d 10% heavies. Approach to town of Hlabisa situated in
the summer rainfall region of SA. Low/high air temp varies between 10 - 35 degC periodically reaching 40
degC in summer. High intensity-short duration storms are a frequent occurrence (60-85mm/hr mainly in
summer from Oct to Mar. Landform comprises rolling country side, a mixture of protected wild-life and
grazing, peri-urban development which may be described as informal and of a random character. The
road was to be reconstructed to blacktop standards. Design speed 100km/hr reduced to 80km/hr at
places.
Challenges included construction within Wild Life sanctuary; desperate lack of potable and construction
water, shallow depth to hard bed rock at most places; erodible materials and siltation of side drains,
concurrent segmental construction by small enterprises requiring mentorship (by others).
Duties Performed :
performance or acceptance tests on site.

7.9 AH Beosumbar
I. Project Name : Upgrading of Mthathelwa Road (R5m)
Location : Mnini, KwaZulu-Natal, RSA.
Period : January 2005 to January 2004 (12 months)
Position held : Project Leader : Drainage/Pavement Engineer
This contract covered the improvement of 2,5km municipal road including geometrics, construction of a
cost-effective pavement and all-weather blacktop wearing course 5,5m wide and improvements to the
associated stormwater control and drainage system.
Duties Performed :
grade lines, water-surface and backwater elevations using PCSWMM. Undertook material parameter
assessments from field and laboratory tests (Sieve Analysis, Atterberg limits, CBR); calibration of
measured parameters; New pavement parameters and recommendations using TRH 4 and
mechanistic/linear-elastic design methods in accordance with SAMDM (CSIR).
Advice to the client on alternative designs and tenders. Analyses of tenders and submission of
recommendations on the acceptance of tenders. Overall contract administration and co-ordination.
Issuing instructions to contractors on behalf of the client. Issuing certificates for payment of contractors
and submitting regular reports regarding works finances and anticipated completion dates and final costs.

7.10 AH Beosumbar
J. Project Name : Analysis of the Virginia sub-catchment
Location : Virginia, Durban, KwaZulu-Natal, RSA.
Period : November 2004 (1 month)
Position held : PC SWMM Modeller
The Virginia Airport is situated at sea-level on the South African east coast. It lies within a low lying outlet
plain of an east-facing sub-catchment that may be described as a symmetrically distributed flat to
moderately sloped developed urban area square in shape. At the western extremity of the site, lies a
moderately steep densely vegetated open space identified for development. The existing storm water
drainage system consists of a network of surface and sub-surface conduits that drain into a central box
culvert which acts as a free sub-surface outfall at the Indian Ocean. On the 26
th
of October 1999, the
airport was severely flooded; the water surface rising to about 500mm above runway and apron levels
and about 1000mm above the terminal entrance level.
B&A was assigned the task of undertaking a case study of this sub-catchment area with a view to
simulating sub-catchment and network response under post-development conditions. However, the
available data was of a poor quality.
Duties Performed :
Fulfilled duties of Drainage Engineer and PC SWMM Modeller.
The investigation and preliminary process generally consisted of obtaining data, conducting site visits and
undertaking visual survey of streets, footpaths and paved surfaces. A desk study of available information
including orthophotos and existing drainage plans was undertaken; water-ways, watersheds and sub-
catchment areas were identified and the drainage system was analysed.
Peak discharges were calculated from actual rainfall records (Municipal Rain Gauges) commencing with
event analysis and intensity calculations for 19 December 1999 (Phoenix 4) using RAINPAK & RAIN
modules. For evaporation, transpiration and run-off quality simulations, estimated input values were used
in the calculations due to a lack of field/measured values. Output was linked to the RUNOFF module from
which quantity calculations were undertaken, hyetographs computed and runoff quality simulated and
routed.
Hydraulic calculations were undertaken using the EXTRAN module from which the flow routes and
conduits were simulated and analysed.
Catchment response and flooding was ultimately displayed graphically in a customised, static plan view
display and in computed dynamic hydraulic gradeline displays. Velocity, surcharge warning and the
locations of surface flooding and particular parameters (eg. velocity) were highlighted, simplifying
understanding of the sub-catchment response to various precipitation and development patterns.
In addition, the probability of flooding was determined using statistical methods and remedial Works were
recommended.
A report was prepared and the study formally presented to Engineering Staff of the Drainage & Coastal
Engineering Department, Ethekwini Municipality (Durban) who were advised on the locally experienced
barriers to deterministic modelling and on the development of a dynamic hydraulic grade line model for
the whole municipal stormwater network stretching across an area of some 6000km2.

7.11 AH Beosumbar
K. Project Name : Upgrading of Collector Roads at Chesterville (R8m)
Location : Chesterville, KwaZulu-Natal, RSA.
Period : July 2004 to June 2003 (12 months)
This contract covered the improvement of some 6,5km municipal road including geometrics, construction
of a cost-effective pavement and all-weather blacktop wearing course 5,5m wide and improvements to
the associated stormwater control and drainage system.
No known structural or drainage problems. Widening of road and provision of sidewalks were main
upgrade objectives.
1.0m widening constructed on one side consisting of 150mm thick graded crushed stone base G2 in
accordance with TRH 14 processed at OMC and compacted to min 102% ModAASHTO MDD on 150mm
thick gravel subbase G5 in accordance with TRH 14 processed at OMC and compacted to min 97%
ModAASHTO MDD on ripped and re-compacted subgrade (G7).
30mm thick continuously graded medium AC overlay.
Duties Performed :

7.12 AH Beosumbar
L. Project Name : Upgrading of Hutchinson Street (R2m)
Location : Jacobs, KwaZulu-Natal, RSA.
Period : July 2003 to June 2002 (12 months)
This contract covered the improvement of some 1,0km municipal road industrial loading, including
geometrics, construction of a cost-effective pavement and all-weather blacktop wearing course 7,0m wide
and improvements to the associated stormwater control and drainage system. Percentage heavies more
than 40% (many over – laden). Moderate-steep gradient over one-third of road length. Remainder flat.
Road surface profile appeared satisfactory with no significant surface deformation except where recurring
crocodile cracks and pavement failures existed in flat sections. Pavement stability formed the main part of
the Works and consisted of 1.5m widening along one edge (high side due to encroachment constraints),
with 75mm thick continuously graded course AC base on 150mm thick graded crushed stone subbase G2
in accordance with TRH 14 processed at OMC and compacted to min 102% ModAASHTO MDD on re-
compacted subgrade (G7). Pre-treatment/make-up/scratch coat where necessary on existing pavement,
and 30mm thick continuously graded medium AC overlay.Improved stormwater control at the edge was
achieved by using a graded channel and engineered inlet transitions.
Duties Performed :

7.13 AH Beosumbar
M. Project Name : Stormwater upgrading: Units A, D, F, H, J, K, N, Q, R, T, U, V, W, BB
Umlazi; Lamontville; Northern Drive Phoenix; Palmview; Bhekisizwe;
Ngome Street Umlazi J (R12m)
Location : KwaZulu-Natal, RSA.
Period : July 2003 to January 1997 (79 months)
The stormwater control at the above sites was in a poor state causing recurring inundation of the
drainage system, flooding and damage to private property. The Municipality was faced with substantial
compensation claims and had accordingly decided to undertake studies and where necessary upgrading
of the existing drainage system. The affected areas are formal residential neighbourhoods.
Duties Performed :
Fulfilled duties of Drainage/Pavement Engineer and Engineer in terms of GCC.
Undertook desktop studies and site investigations including topographical and material investigations;
hydrological estimates using Rational, Unit Hydrograph and SCS methods; calculation of Hydraulic
properties including flow types, flooded road-width and flow interception analysis, hydraulic grade lines,
water-surface and backwater elevations and effects of scour (natural and constructed open and sub-
surface waterways, bridge, culverts and piped conduits) using NTC procedures and PCSWMM. Evaluated
standard structures and designed specialized high interception and discharge control structures and
stilling basins.
quantities with contractor, compiling final accounts and issuing final payment certificates.

7.14 AH Beosumbar
N. Project Name :
Various major Intersections including Bus Bays along Mangosuthu
Highway (R4m)
Location : Umlazi, KwaZulu-Natal, RSA.
Period : July 1998to June 1997 (12 months)
Major intersections in excess of 500 v.p.h. Congestions caused build-up of traffic at DTMB bus depot and
EXECUTIVE HOTEL and FIRE STATION and other major roads (J). Extensive occurrence of
underground services and above average subsoil moisture content due to leaking water mains, causing
recurring pavement failures. Generally, 0 to 6m widening constructed on one side consisting of 75mm
thick gap graded course crushed stone stabilised with cement & bitumen on 150mm thick cement
stabilised graded crushed stone G2 in accordance with TRH 14 processed at OMC and compacted to min
102% ModAASHTO MDD on 150mm free-draining granular drainage layer on re-compacted subgrade
(G7).
Duties Performed :
investigations; hydrological estimates using Rational method; calculation of Hydraulic properties including
flow types, flooded road-width and flow interception analysis, hydraulic grade lines, water-surface and
backwater elevations using PCSWMM. Undertook material parameter assessments from field and
laboratory tests (Sieve Analysis, Atterberg limits, CBR); calibration of measured parameters; New
pavement parameters and recommendations using TRH 4 and mechanistic/linear-elastic design methods
in accordance with SAMDM (CSIR).
System (QMS).
Interventions caused a significant relief of sub-surface moisture build-up and pore water pressure thereby
improving all-round pavement performance and drastically reducing road maintenance and significantly
improving riding quality and user safety. Traffic circulation improved significantly and the intersection
capacity have returned to normal operating levels.

7.15 AH Beosumbar
O. Project Name :
Cherry Hills Development (R5m)
Mpumalanga KZN (R20m)
Clare Estate (R2m)
Umlazi (R4m)
Water Reticulation, Bulk Pipelines
Organization : Ethekwini Municipality, Province of KwaZulu-Natal, RSA.
Location : Durban, KwaZulu-Natal, RSA.
Period : September 2006 to August 2005 (13 months)
Position held : Project Leader : Drainage Engineer
Various upgrade interventions to improve supply parameters.
Duties Performed :
Organized and managed the engineering team consisting of surveyor; design engineer and technicians.
Oversaw preparation of detail designs, tender and working drawings.
Undertook desktop studies and site investigations including hydrological estimates using Rational, Unit
Hydrograph and SCS methods; calculation of Hydraulic properties including flow types, flooded road-
width and flow interception analysis, hydraulic grade lines, water-surface and backwater elevations and
effects of scour (natural and constructed open and sub-surface waterways, culverts and piped conduits)
using NTC procedures and PCSWMM. Water Reticulation design incorporating hydraulic design by Hardy
Cross method (assumption: flow throughout network; balanced head losses), checking of residual and
design pressures, flow rates using Hazen-Williams formula (Check by Pipen computer software); Sewer
hydraulic design and evaluation of standard manholes and existing Trunk Main using PCSWMM.
recommendations on the acceptance of tenders. Contract administration and construction monitoring.

7.16 AH Beosumbar
II Period : DECEMBER 1996 TO JULY 1994
Position held : SENIOR TECHNICAL ASSISTANT (WATER & SEWER)
Employer : CAMPBELL BERNSTEIN & IRVING
Major Projects :
Details of the Project : Magflow Meters, Hydraulic Inlet Controls & Telemetry at Amanzimtoti,
Craigieburn, Umzinto & Mtwalume Purification Works and at Isipingo
Hills Reservoir
Orient Hill – Residential Network (Water & Sewer : Design,
Documentation, Construction Monitoring, Contract Admin)
Pennington Pipeline 200mm dia FC : (Water : Design, Documentation,
Construction Monitoring, Contract Admin)
Pennington 3Ml RC Reservoir : (Water : Design, Documentation,
Craigieburn 3Ml RC Reservoir : (Water : Design, Documentation,
Umzinto - Ellingham Pipeline 400mm dia FC : (Water : Design,
Illisium Pipeline – 400mm dia FC : ((Water : Design, Documentation,
Lewis Drive Amanzimtoti – 200mm dis steel river crossing : (Water :
Design, Documentation, Construction Monitoring, Contract Admin)
Umzinto Ghandi Hills – Major Pump Station - (Water : Design,
III Period : JULY 1994 TO JUNE 1988
Position held :
TECHNICAL ASSISTANT (WATER & SEWER, ROADS,
STRUCTURES)
Employer : MACKINTOSH, BERGH & STURGESS
Major Projects :
Details of the Project : Upgrading of Mangosuthu Highway
PMS Umlazi, PMB, Sandton
SMS KZN Midlands Region
Roads & SWD : Functional Co-ordination Umlazi & Umbumbulu
Upgrade of ZM228 Madadeni Provincial Road
St Wendolins Primary School (Structures : Design, Construction)
Kwa Dabeka No.6 Primary School (Structures : Design, Construction)
Bisho Hospital (Water & Sewer : Design)
Rayton, Ext 2, 4 & 5 (Water & Sewer : Design)
Karin Park (Water & Sewer : Design)
Gullsway HO (Water & Sewer : Design)
Craig Small Holding (Water & Sewer : Design)
Craig Access Road (Water & Sewer : Design)

7.17 AH Beosumbar
IV Period : JUNE 1988 TO MARCH 1985
Position held : TECHNICAL ASSISTANT
Employer : THERON BURKE & ISAAC
Major Projects :
Details of the Project : Stabilisation of Streams at New Germany
Various schools at Claremont (Earthworks, Drainage & Structures)
Inanda Units A, B & C (Roads & SWD)
Folweni Units B & C (Water, Roads & SWD)
Bus Routes to Thornwood and Kwandengezi Railway Stations (Roads &
SWD)
V Period : FEBRUARY 1985 TO FEBRUARY 1984
Position held : SITE AGENT & SURVEYOR
Employer : LIONEL VAN DEN BERG CONSTRUCTION
Major Projects :
Details of the Project : Crooks Crocodile Farm (Scottburgh) (Crockworld)
Construction of Roads & Stormwater Drainage at Claremont (Surveyor &
Site Agent)
VI Period : JANUARY 1984 TO JANUARY 1981
Position held : TECHNICAL ASSISTANT (TRAINEE)
Employer : CITY ENGINEER’S DEPT. DURBAN
Major Projects :
Details of the Project : Various roads in Phoenix : Unit 8 and 21
Survey School (Glenashley)
Inspection of Sewerage tunnel at Northern Works
Second Class Water Distribution Pipeline Northern Works to Mondi
(SCL)
Replacement of Bolts & Nuts Steel Trunk Main Durban Harbour
Aqueous Tunnel
Survey Department

7.18 AH Beosumbar
H
ADDENDUM 2
BRIEF PROJECT REPORT : VUKANI ACCESS ROAD : km0+0 –
km13+5 (Bus Route)
Introduction
This contract covered the improvement of road geometrics, construction of a cost-effective pavement and all-
weather blacktop wearing course 6.0m wide and improvements to the associated stormwater control and
drainage system.
Applicant’s level of engineering responsibility in the Project
Although regular consultations were made with senior members of the local pavement and materials design
fraternity (Mr. Premeshin Naidoo, Mr. Howard Bennet, Mr. Eric Lathleiff, Mr. Alex Brown), the Applicant had
exercised his independent engineering judgment and decision-making responsibility at the level of Principal in
a private civil and structural engineering consulting practice.
The Applicant fulfilled the role of Project Leader from project inception and was responsible for engineering
design of a conceptual nature (pavement design); geometric design of the road; hydrological computations,
hydraulic and physical design of associated stormwater control conduits and structures; finalisation of design
criteria in conjunction with Employer’s and DoT officials; supervising the preparation of drawings and details;
writing of specifications and schedules of quantities; conducting tender procedures, contract administration
including strategic guidance on construction of the project including sensitive stabilized layerworks
constructed under traffic.
He carried the responsibility for quality management and acceptance of the permanent Works and fulfilled the
role of Engineer in terms of GCC 1990.
Challenges
During the implementation process, various challenges including a strenuous budget had to be dealt with in
order that the project was soundly constructed and successfully completed.
The engineering aspects encountered included winding geometric alignment coupled with a steep or “roller-
coaster” longitudinal alignment; lack of historical construction and maintenance records for the road
pavement; highly variable pavement material quality on the existing road; unavailability of satisfactory
materials locally for pavement layerworks; shallow depth to hard bed rock; mountainous terrain with steep
side-slopes; erodible materials and siltation of side drains.
Additional threats to project quality and cost:
 industry wide shortage of cement whilst layerworks construction was in progress (construction
reached km 3);
 unsatisfactory workmanship on the permanent Works (km10+000 to km13+500)

7.19 AH Beosumbar
Strategic interventions made by Applicant on engineering aspects:
Geometric Improvements:
Old
Winding horizontal alignment coupled with a “roller-
coaster” longitudinal alignment
New
As far as was practical, “roller-coaster” alignment
eliminated over winding sections. Significant
improvement to riding quality.
Pavement Layerworks Specification:
Design Method
The pavement was designed using the following methods:
 Ethekwini Municipality Roads Department Guidelines for the Design of Road Pavement Layerworks;
 Draft TRH 4 : 1996
 South African Mechanistic Design Method (Structural assessment of as-built stabilised layer km10+00
– km 13+500)
Traffic
Traffic loading was identified as an important input parameter in the formal pavement design and selection
process. Accordingly, the spectrum of wheel loads and wheel load combinations including impact of
construction traffic on newly constructed access roads was determined from 12-hour counts on the local
network.

7.20 AH Beosumbar
The road was classified as a Category C road and the design traffic loading over 20 years was computed to
be ES 1 (0,3-1,0x10^6 E80’s) @ 6% growth.
Pavement recommended by Applicant:
 150mm G2 Base;
 150mm C4 Subbase;
 150mm G7 Subgrade;
 150mm G9 Subgrade.
Employer moderated design traffic to (0,3 E80’s) and chose one of the alternative proposals comprising of a
stabilized gravel base and subbase from local sources. There, however, were inherent risks.
The use of local materials obviated the need to import expensive commercial materials. Furthermore, the
number of heavies on local roads would be reduced; minimizing threat of damage to newly constructed local
access roads by heavy/over laden haul trucks. Minimum number of heavies reduced threat to road safety.
Due to the properties of the local gravel, the best chemical for stabilizing the material was cement. This result
was also favourable from a cost point of view as the Contractor’s tendered rate for cement was approximately
R300/t cheaper than lime. Accordingly, the following pavement layerworks was specified:
 150mm thick C3 Base constructed from natural gravel G5 stabilised with 3 % PBFC compacted to min
97% Mod.A.A.S.H.T.O. MDD;
 150mm thick C4 Base constructed from natural gravel G6 stabilised with 3 % PBFC compacted to min
93% Mod.A.A.S.H.T.O. MDD;
 Due to variability of the in-situ material, the top 150mm of road profile was ripped, re-shaped and re-
compacted with 3 passes of a pneumatic roller and 1 pass of a smooth-drum roller at a nominal water
content of about 7%.

7.21 AH Beosumbar
Although the Employer had on a previous occasion by others permitted the use of a double chip seal as a
surface treatment on a stabilized gravel base; the following indications and site considerations made the use
of a chip seal and unfavourable option:
 Road horizontal alignment. Poor speed profile. Sharp curves present;
 Road vertical alignment. Steep gradients;
 Risk of increased embedment due to “Softness” of the base.
The in-situ material was generally prone to erosion and was susceptible to shear failure and concomitant
adverse effects with increasing moisture.
Accordingly, a semi-gap graded mix of asphalt 30mm thick with 0mm to 10mm thick scratch coat on tack and
prime was specified.
Anticipated life of surfacing was 9 – 15 years say 12 years;
With regular routine maintenance of pavement and drainage, the anticipated periodic maintenance of a 13mm
seal would have been required at year 12 with structural strengthening by means of a 40-50mm thick AC
overlay at year 22.
This strategy was implemented until the road-works progressed to about km3+00 when the project was faced
with a delay in the supply of cement due to an industrial shortage.
The delay in supply of cement meant that the project would be burdened with a standing time cost of some
R35 000 per day; a cost the project simply couldn’t afford.
It was now necessary to re-evaluate the local materials in order to identify suitable alternative stabilisers. X-
Ray Diffraction, Grading, Atterberg Limit and Stabilisation including ICL tests were conducted on several local
samples which showed that the in-situ materials were generally non-responsive to road lime in its natural form
or that high percentages of lime were required to obtain the design layer specifications in terms of UCS and
ITS. This had consequences for the later stiffness and midterm performance of the layer. After blending
certain materials and conducting additional tests and constructing a trial section, the mix designs for the
stabilised base and subbase was revised to the following:
 150mm thick C3 Base constructed from natural gravel blend G5 & G6 in accordance with TRH14
stabilised with 4 % road lime compacted to min 97% Mod.A.A.S.H.T.O. MDD;
 150mm thick C4 Base constructed from natural gravel blend G6 & G7 stabilised with 3 % road lime
compacted to min 93% Mod.A.A.S.H.T.O. MDD;
The blended material was readily available and easily procured and there was no increase to the construction
cost of the layers. However, the spreading and mixing of lime had to be very carefully monitored and a high
standard of workmanship and rotary mixing was required.
Erosion Protection & Silt Prevention in Side Drains
A trapezoidal channel was specified and approved by the Employer and DoT as opposed to Provincial
standard “V” drain.
Due to the various socio-economic deliverables attached to the project by the Employer, there was an
unavoidable overrun in the time for completion. Budgetary constraints regretfully meant that full time
construction monitoring by Alex Brown (Pr Eng) and other technical assistants had to cease.
Upon the Applicant’s inspection of the Works for acceptance (km10+000 to km13+500), significant portions of
sub-standard workmanship on the stormwater drainage and stabilised layer was observed.
The Applicant reviewed the relevant as-built materials records, site memorandums and conducted further
laboratory tests and on-site investigations in order to arrive at a fair assessment of the permanent works.
These tests included COMPACTION & FIELD MOISTURE measurements using a nuclear gauge and sand
replacement techniques, measurement of LAYER THICKNESS from test holes, review of STABILISER
CONTENT records and in-situ tests to determine the extent and presence of STABILISER and DCP
measurements.

7.22 AH Beosumbar
Summary of Layer Assessment Parameters including computed Stiffness
Measured Lime Content
km10+140 to km13+500
200C4 (G6)
0
0.5
1
1.5
2
2.5
3
3.5
4
10140
10780
11180
11650
12200
12600
13000
13400% Lime
Chain
Observed DCP Penetration km10+140 to km13+500
Subbase G6 + 1.1- 3.6 % Lime
0
2
4
6
8
10
12
14
16
18
20
10.200
10.800
11.250
12.000
12.600
13.320
Pen
mm/b
km
Observed DCP Penetration km10+140 to km13+500
USL G6 NATURAL
0
2
4
6
8
10
12
14
16
18
20
10.200
10.800
11.250
12.000
12.600
13.320
Pen
mm/b
km
Computed CBR km10+140 to km13+500
USL (G6)
0
20
40
60
80
100
120
140
10.200
10.800
11.250
12.000
12.600
13.320
CBR %
k m
Computed CBR km10+140 to km13+500
Subbase G6 + 1.1- 3.6 % Lime
0
20
40
60
80
100
120
140
10.200
10.800
11.250
12.000
12.600
13.320
CBR %
km

7.23 AH Beosumbar
PARA
METER
SOURCE/R
EFERENC
E
G2 C3 C4 G4 G5 G6 G7 To
p20
0
Lo
wer
150Over Granular
DCPen
80%tile
Intrusive 2m
m/b
3m
m/b
CBR FigK3 150 100
CBR80
%tile
DCPen 95 75
CBR98
%
Design &
BP Tests
140
Stiffne
ss80%t
ile Mpa
DCP 400 280
CBR
TRH4
Min CBR 80 45 25 15
Stiffne
ss Mpa
Jordaan(24)
SAMDM
Max 400 350 300 200
Suggest 250 200 200 150
Min 100 40 40 20
DeBeer(25)
Post
Constructio
n
Max 2000 2000 200
Min 1000 500 30
Design Stiffness - Post Construction 1500 1250 170
Design Stiffness - Terminal 200 200
Asbuilt Stiffness - Post Construction 400 200
Asbuilt Stiffness - Terminal 200
The analysis procedure adopted by the Applicant in assessing the as-built structural integrity of the subbase
may be described as being of a conceptual nature. The parameters used were considered realistic for the
prevailing conditions.
Applicant CONCLUDED that Contractor had under-estimated the processing input required for a layer of the
type contemplated in the permanent Works and had overlooked contractual formalities, proper construction
process control procedures. The Applicant had further concluded that ACCEPTANCE OF LAYER as
constructed would be detrimental to the EMPLOYER as PREMATURE PAVEMENT FAILURE was a certainty.
Applicant recommended strict CONTRACTUAL COMPLIANCE, that the Contractor REPAIR/COMPLETE
OUTSTANDING, DEFECTIVE WORK, CONSTRUCT NEW C4 150mm OVER EXIST (PREFERRED) OR,
RIP & RECON TOP 200mm ADD 2 - 3% CEMENT, ADDITIONAL COSTS be DISTRIBUTED 50/50 between
CONTRACTOR & EMPLOYER, ASPHALT THICKNESS 30mm BE MAINTAINED.
Although the Employer had supported the Applicant’s findings, the Contractor disputed the Applicant’s findings
and commissioned his own independent assessment of his Works whereupon he lodged a claim for additional
compensation of some R1,2m arising out of various standing time claims.
The Applicant presided over the adjudication of the claim as Engineer in terms of GCC 90 and his dismissal
of the Contractor’s claim in the entirety was unreservedly supported by the Employer, The Ethekwini
Municipality.

7.24 AH Beosumbar
Certification:
I, the undersigned, certify that to the best of my knowledge and belief, the information provided herein
representatively describes my professional person, qualifications and experience.
Further details or clarification may be obtained my written enquiry to the applicant or by personal interview.
SIGNED
ASHWIN H BEOSUMBAR
13 August 2012

7.25 AH Beosumbar
H
ADDENDUM 3
SAMPLE OF CALCULATIONS, DOCUMENTATION & DRAWINGS

7.26 AH Beosumbar

7.27 AH Beosumbar

7.28 AH Beosumbar

7.29 AH Beosumbar

7.30 AH Beosumbar

7.31 AH Beosumbar
H
ADDENDUM 4
INDUSTRIAL RESPONSIBILITY

7.32 AH Beosumbar
H
ADDENDUM 5
SOCIAL RESPONSIBILITY

AHBeosumbarPrTechEngCV2013Vol2

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