FINAL DESIGN REPORT - All...

E845-

Vol. 7

Govemment of The Republic of ZambiaMINISTRY OF WORKS & SUPPLY

9 I ~ Sc 'a ROAD DEVELOPMENT AGENCY

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FINAL DESIGN REPORTESSENTIAL BRIDGE REHABILITATION PROJECT (EBRP) - REGION I:CENTRAL, EASTERN, NORTHERN AND LUAPULA PROVINCES OFZAMBIA.

OCTOBER 2006

CARL BRO als in assoriation whA

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Essential Bridge Rehabilitation Project (EBRP) - Region 1 Final Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia October 2006

TABLES OF CONTENTS PAGE

1 iNTRODUCTION ........................................... 21.1 Project Background . .......................................... 21.2 Objectives ..................... ............................ 31.3 Project Description ............................................ 31.4 Scope of Services for Engineering Design (Phase 11) ......... ............. 4

2 BASIS FOR DETAILED ENGINNERING DESIGN ......................... 62.1 Road Geometry .............................................. 62.2 Traffic Loads & Statical Design .................................... 7

3 HYROLOGICAL DESIGN .......................................................................................... 83.1 Overview - Central ............................................ 83.2 Overview - Eastem ............................................. 83.3 Overview - Northern ........... 8................................3.4 Overview - Luapula . ........................ .................... 93.5 Desk Study ..................................................... 93.6 Field Data .................................................. 93.7 Rationale for Design .......................................... 103.8 River Training Works ........................................... 11

4 HYDRAULIC DESIGN ........................................... 124.1 Overview of Hydraulic Considerations .............................. 124.2 Desk Study................................................ 124.3 Field Data .............. .......................................................................................... 12

5 GEOTECHNICAL DESIGN ............................. ........... 135.1 General Notes .............................................. 135.2 Proposed Further Studies ....................................... 135.3 Survey for Sources of Construction Materials . .................... .... 13

6 DRAWINGS ..................... 147 CONCLUSIONS & RECOMMENDATIONS ............................. 158 REPORT APPENDICES .......................................... 16

Appendix l: Terms of Reference (8 Pages)

Appendix II: List of Crossings for Phase II (11 Pages)

Appendix III: Road Widths (Design Standards) (2 Pages)

Appendix IV: Standard Widths of New Crossings (2 Pages)

Appendix V: Traffic Loads (3 Pages)

Appendix VI: Verification of Hydraulic Openings (18 Pages)

Appendix VIl: Additional Investigations (2 Pages)

-} CarlBro

1.0Introduction

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Final Design ReportCentral, Eastern, Northern and Luapula Provinces of Zambia October 2006

1 INTRODUCTION

1.1 Project Background

As part of its efforts to achieve sustainable growth, Government of the Republic of Zambia

(GRZ) has put great emphasis on the rehabilitation and construction of the country's road

network - including drainage infrastructure - in order to ensure accessibility to communities

and services.

Thus, it is desirous that existing drainage structures should be maintained between

communities, social amenities, production centres and other such infrastructure, as

accessibility is a prerequisite to sustainable development and growth. This is expected to

contribute to poverty reduction among the rural and peri-urban peoples by ensuring better

access and quicker transportation of agricultural inputs and produce, and access to health,

schools, markets and other social amenities.

Over the years, floods have caused severe damage to river crossings throughout the country.

Bridges and culverts have been washed away, cutting access to large parts of the country. This

has impacted negatively on the social service delivery and economic development. These

crossings are mostly on unpaved rural roads.

In support of the Road Sector Investment Programme Phase II (ROADSIP II), GRZ has

applied for financing under the Essential Bridge Rehabilitation Project (EBRP) from the

International Development Association (IDA) towards the cost of re-instating these damaged

river crossings and intends to apply a portion of the proceeds of this credit to eligible

payments under the contract for the services of this commission,

In its quest to retain the services of qualified and experienced Consultants to carry out the

services described in the Terms of Reference (ToR), a copy of which is attached herewith as

Appendix I for the sake of completeness, GRZ has commissioned Carl Bro als of Denmark in

association with Bicon Zambia Limited to provide engineering consultancy services under

this programme.

This Final Design Report is submitted in accordance with contractual provisions as part of the

deliverables for Phase 11. Other deliverables for this phase, which include a complete set of

Bidding Documents and Detailed (Confidential) Cost Estimates, are submitted under separate

cover.

2 *Q$ Carl Brod,

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Final Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia October 2006

1.2 Objectives

Based on the ToR, we have understood the principal objectives of the services to be provided

by the Consultant to be the provision of the Scope of Works required in addressing the

aforementioned emergency. The Consultant is expected to perform all the necessary detailed

assessment and prioritization based on already identified crossings, engineering, economic

and environmental studies to restore, rehabilitate, construct and upgrade the river crossings

described in the ToR to optimal, cost-effective and economically justified standards.

We have further understood the consultancy services to be phased as follows:

*. Phase I

Inspection of each of the identified network structures as listed and an assessment of

the damage prioritized and costed in line with the criteria mentioned above.

O. Phase II:

Engineering Design, Preparation of Bidding Documents and assistance in the bidding

and evaluation process for culverts and small bridges with a total deck length not

exceeding 15m.

4 Phase HI:

We have understood this Phase to be subject to downstream appointment and will

include Construction Supervision for Phase II Works, Engineering Design, Preparation

of Bidding Documents and assistance in bidding and evaluation process for large

bridges (>15.Om Span) identified under Phase III.

* Phase IV:

This Phase is also subject to downstream appointment, and wiUl include Construction

Supervision of large bridges as let out under Phase fil.

1.3 Project Description

Several surveys of bridge sites in Zambia have been carried out in recent years. The purpose of

these surveys was to determine rural bridging requirements, especially in flood-affected

regions. The RDA - with assistance from Members of Parliament (MPs), District Councils,

Village Headmen and Communities - identified and compiled a list with 626 Drainage

Structures, which has been use as the basis for these consultancies.

- :< Carl Bro3--i;.,

Essential Bridge Rehabilitation Project (EBRP) - Region I: Final Design ReportCentral, Eastern, Northem and Luapula Provinces of Zambia October 2006

This shortlist has been the basis for the Consultant's Detailed Assessments, out of which the

Client has made a final decision on the Scope of Works, and on which this Final Engineering

Design Report is based together with the Bidding Documents for works identified as part of

Phase II.

Following the Client's approval in the course of a meeting held on Wednesday, May 31, 2006

at the RDA Offices in Lusaka, the Consultant has since drawn up a consolidated list of all

Drainage Structures that have been proposed for intervention under Phase H and this list is

attached herewith as Appendix II.

1.4 Scope of Services for Engineering Design (Phase II)

Phase II of the services follows RDA approval of the Final Assessment Report in accordance

with contractual provision in the course of a meeting held on Tuesday, July 4, 2006 in the

presence of representatives from IDA (The World Bank).

We have understood the Scope of Services under Phase II to be as listed below:

*: Phase II:

o Detailed Engineering Design for Drainage Structures approved under Phase I

above to reinstate the structures at the identified river crossings. It is noted

that "any structure that requires extensive geotechnical and hydrological

investigations and comprehensive design would normally be done under

Phase III' (See Clause 4.2.6 of the ToR).

o Assess Seasonal Traffic Volume prevalent at the time. Employ existing data

by standard procedures to determine annual and other seasonal traffic

patterns

o Execute topographic and geotechnical field work to establish the necessary

data and basic drawings for detailed design at appropriate scale

o Include in the geotechnical fieldwork prospective survey for construction

materials required for the structures, river training works and approach road

sections

o Verify hydraulic effectiveness of the proposed dimensions of all drainage

structures included in the programmne, consistent with the design standards

and specifications applicable in Zambia

- F CarlBro&


o Carry out an Environmental Project Brief and Environmental Management

Plan in accordance with the parameters provided in the ToR

o Completion of Detailed Design Drawings where required, using as far as

possible Standard Drawings and Preparation of Bills of Quantities

o Review suitability of and alter as necessary the Bid Lots proposed by

grouping the structures according to geographical location, equity,

magnitude and nature of work

-- CarBro

2.0Basis for Detailed Engineering

Design

Essential Bridge Rehabilitation Prolect (EBRP) - Region l: Final Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia October 2006

2 BASIS FOR DETAILED ENGINNERING DESIGN

2.1 Road Geometry

2.1.1 Existing Road Widths

Data garnered from the extensive field visits carried out under Phase I of this commission

indicate that the existing road widths have varied quite remarkably, according to the type of

road. This information is available in the Inventory Reports which were attached to the Final

Assessment Report.

Here below, we present an overview of the average road widths encountered:

*: Unclassified Roads (Type U) = 25m to 4.Om

*> Rural Roads (Type R) = 2.5m to 4.Om

-* Rural District Roads (Type RD) = 3.Om to 4.Om

*0 District Roads (Type D) = 3.Om to 5.Om

2.1.2 Road Widths in Accordance with Road Standards

According to "Recommendations on Road Design Standards: Volume I - Geometric Design

of Rural Roads" as published by the Roads Department in December 1994, the lowest class of

road width recommended is 5.5m. A copy of the relevarit page is attached herewith as

Appendix m.

In the publication of November 2000 by the Ministry of Local Government & Housing

(MLGH) entitled "Feeder Roads Design Manual" (Also attached under Appendix III), it is

stated that the formation width of 5.Om for rural feeder roads would be considered more

appropriate for Zambian Standards. This publication goes further to recommend the following

road widths:

* Primary Feeder Roads = 4.5m to 5.0m

O Secondary Feeder Roads = 3.Om to 4.Om

4* Tertiary Feeder Roads 3.Om

A*D Cari Bro6

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Final Design ReportCentral, Eastern, Northem and Luapula Provinces of Zambia October 2006

Under this commission, it is noted that the focus is to be placed on the rehabilitation and

construction of drainage structures as opposed to the roads themselves. However, it has been

agreed that the new crossings should be prepared for a future upgrading of the roads to a

width of 5.5m.

2.1.3 Design Assumpftons on Road V'dths & New Crossing Struciures

In the course of a Technical Meeting with RDA on Monday, September 25, 2006 it was decided

that all new crossings should be constructed in such a manner as to permit future upgrading

of the road to a width of 5.5m. In that regard, it was agreed that the length of the new

Drainage Structures - bearing in mind inclusion of shoulders - would be set as follows:

+ Pipe Culverts = 7.Om (Drawing No. Z162/SE-TYP-11)

- Box Culverts = 6.5m (Drawing No. Z162/SE-SE-TYP-21)

+ Bridges = 6.5m (Appendix II)

* Concrete Drifts = 5.5m (Appendix II)

2.2 Traffic Loads & Statical Design

2.2.1 General

In consultation with the Client on the aforementioned Monday, September 25, 2006, it was

agreed that Overseas Road Note No. 09: A Design Manualfor Small Bridges as published by

the Transport Research Laboratory (TRL) of the United Kmgdom should be employed as the

basis for design of structures under Phase 11. This entails the use of British Standard HA Type

Loading for a 40-ton Gross Weight Vehicle.

2.2.2 Traffic Volume

At the time of our surveys, it was recorded that traffic on the roads that were travelled was

generally on the low side, ranging from as little as One (1) Vehicle per Week to Three (3)

Vehicles per Day. In any event, it turned out that in no place was there informnation of traffic

that exceeded Twenty (20) Vehicles per Day. It is noted that the surveys were carried out at the

tail end of the rain season when traffic would generally avoid unpaved roads.

For purposes of this commission, the Design Traffic Volume is projected to be at Twenty (20)

Vehicles per Day at peak agricultural season.

- $ Carl Bro 6

T

- 3I0| Hydrological Design

Essential Bridge Rehabilitation Project (EBRP) -Region 1: Final Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia October 2006

3 HYROLOGICAL DESIGN

3.1 Overview - Central

This province falls in the belt below 1, 100mm annual rainfall and is drained by the Kafue

River to the west and south and the Lunsemfwa, a major tributary of the Luangwa River. The

continental divide covers most part of the eastern side of this region, so that the region drains

into both the Indian and Atlantic Oceans.

A general observation is that the region in general has more sparse vegetative cover and the

incidence of erosion is comparatively higher. Additionally, the water courses tend to carry

vegetative debris and, in a number of places, will exhibit flash-flooding.

3.2 Overview - Eastern

The major geographical feature that affects the drainage system of the region is the Muchinga

Escarpment, which runs to the western side of the province. By and large, the region is

characterised by rolling to mountainous terrain, occasioning quite severe erosive action and

river debris. Like in the case of Central Province, this region falls below 1, 000mm in terms of

annual rainfall.

However, because of the nature of the terrain, the area is prone to flash-flooding and water

courses carry heavy debris. Added to that, the drainage structures are often under severe

distress owing to extremely high discharge velocities.

Local sources have indicated that over the years, runoff has increased and areas that were

never flooded previously have in recent years been under flood waters. Also, old structures

that would discharge major storms in previous years have reportedly been surcharging and

overtopping in recent times, testifying to notable changes in the mountainous catchments.

3.3 Overview - Northern

Northern Province falls in the rainfall belt of 1, 100mm to 1, 300 mm annually. It is drained by

two major rivers, namely the Chambeshi and the Luangwa, both of whose head waters are

uplands of Mbala near the border with Congo DR. The region lies at fairly high altitude,

debouching its waters partly into the Indian Ocean via the Luangwa River and into the

Atlantic Ocean via the Chambeshi into the Luapula.

This region also has fairly sedate rivers, but fed from catchments whose vegetative cover is

slowly dwindling owing largely to cultural cultivation practices of "Slash & Burn".

- 8 Carl Bro8 w ..


Increasingly, water courses have been observed to contain more vegetative debris and have

become more prone to erosive action. The quantum of low-lying flood plains is not very high.

3.4 Overview - Luapula

Luapula Province is located in one of the highest rainfall belts of the country, its annual

rainfall ranging from about 1, 100mm to 1, 300mm. It is drained by the Luapula River, whose

head waters are in the southernmost tip of Bangweulu Swamps. It traverses the western

border of the region, forming the main geographical feature on the Zambian border with the

Congo DR.

The province is separated into two major regions.

*. The eastern region is located on a fairly high plateau, partly discharging into water

courses that are in the adjacent Northern Province

*> The western region is part of a low-lying river valley which discharges into Luapula

River via the Congo Basin to the Atlantic Ocean.

In general, the region has fairly sedate rivers and streams, fed from catchments that are quite

heavily vegetated and therefore prone neither to high velocity discharges nor severe erosion.

By and large, rivers carry little debris and most rivers exhibit stable, well-defined river banks

that have been colonized by vegetative growth, testifying to general stability. The region is

characterized by numerous, low-lying flood plains, which have the tendency of storing storm

water for long periods and changing flow directions as floods rise and recede.

3.5 Desk Study

The following were referred to in arriving at an optimal approach strategy:

1. 1: 50, 000 Mapping available at Survey Department

*> Standard Specification for Roads & Bridges (1994)

O. Feeder Roads Design Manual

*> Road Note 09: A Design Manual for Small Bridges

3.6 Field Data

-The most detailed available mapping for the area under study according to the Map Section of

the Survey Department is 1: 50, 000. Bearing in mind that the crossings under consideration

are small, located on low-volume roads and discharging very small catchments, it is our

conviction that the information garnered during the field investigation is in most cases

Carl Bro1 ;.1- q ,-

Essential Bndge Rehabilitation Project (EBRP) - Region 1: Final Design ReportCentral, Eastern, Northem and Luapula Provinces of Zambia October 2006

sufficient for determining whether or not the recommended crossing structure will suffice for

the expected discharge.

In collecting data from the field, fairly experienced Engineers with a track record in this aspect

of the works have been employed to ensure that sound engineering judgment is exercised in

the field in determining the existing conditions on the ground. For structures of this size,

conclusive information under hydrological considerations was collected during field trips for

use at Design Stage.

Full use was employed of local sources of historical information as regards each of the affected

structures, making certain that all information is independently cross-checked to eliminate the

occurrence of gross exaggeration or underestimation. Specific observations made in the field

included looking out for the flow characteristics of the river regime and whether or not severe

erosion has been recorded in the approaches on both the up-and down stream directions.

Particular note was taken of the reach of the river as compared to the location of the structure.

By and large, river regimes in Luapula and Northern Provinces are observed to be fairly

stable, borne out by extensive growth of vegetation in the stream channels This would

normally occur in river regimes that are tranquil and not prone to flash-flooding.

In Central and Eastern Provinces, the stability of the regimes is somewhat lower. Incidences of

flash-flooding are more prevalent and overtopping appears to occur more consistently.

Evidence of erosion is comparatively higher. As noted in the ToR, Section 4.2.2. For smaller

structures, there would generally not be a needfor geotechnical and hydrologicall hydraulic

investigations... "

However, some crossings shall require additional studies beyond what has been specified in

the ToR. A list of these is attached herewith as Appendix VI

3.7 Rationale for Design

3.7.1 Culvert & Bridge Structures

It is our considered opinion that existing Culverts and Bridges, whose waterway and

performance in terms of discharging rainstorms, can be accurately determined from

measurements and history on flooding and overtopping status. We deem lhis information to

be sufficient in ascertaining additional waterway required.

10 cCarl Bro

Essential Bndcge Rehabilitation Project (EBRP) - Region 1: Final Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia October 2006

For areas where no such structure existed previously, local sources of information have been

used to estimate the discharge capacity required. However, for proposed new Bridges, we

propose that additional hydrological studies, which include determination of the discharge,

characteristics of the catcbments and concentration times of storms, should be conducted. See

Appendix VI for details.

3.7.2 Dambo Sections

Many Dambo Sections are noted to overtop by 0.3 - 0.5m, with some going over 1.0m.

However, it is our view that attempting to raise these embankments by over 1.0m, especially

those that are over 250m in length, is likely to result in a damming effect of the flood water

and backflow will occur. The expected result will be extensive flooding in the surrounding

hinterland and possible breaching of the newly built embankment. It is deemed essential that

embankments are constructed to the lowest possible height.

The Client has indicated that he wishes to have no overtopping occurring in Dambo Sections,

except for controlled areas in a limited number of places. We deem this approach to be

technically appropriate for this type of structure.

3.7.3 Protection Ulbrks

The items that have been considered and subsequently allowed for in the Tender Documents

include the following

* Concreting of Culvert Inlets & Outlets (Aprons)

4 Provision of Gabion Baskets & Mattresses

4 Grouted Stone Pitching & Grassing of Embankment Slopes

3.8 River Training Wtrks

The items that have been considered and subsequently allowed for in the Tender Documents

include the following:

4 Cleaning of existing Stream Channels

*> Defining proposed new Stream Channels

4* Provision of Discharge Drains

*> Provision of Side & Mitre Drains

1 _ 2~ Ca, CBro

4-0Hydraulic Design

Essential Bridge Rehabilitation Project (EBRP) - Region l: Final Design ReportCentral, Eastern, Northem and Luapula Provinces of Zambia October 2006

4 HYDRAULIC DESIGN

4.1 Overview of Hydraulic Considerations

No quantitative calculations lhave been carried out as regards this aspect for the reason that in

many cases existing structures form a formidable basis for giving an insight into the hydraulic

performance of the structure. Sections that have been observed to undergo severe distress

have been earmarked for additional waterway and provision for overtopping. See Appendix

VI for further information.

4.2 Desk Study

Desk Study consisted of making comparisons between the existing waterway and the

proposed new waterway, together with any pertinent data collected from the field such as

levels and recurrence of overtopping and surcharging. It is our considered view that in cases

where the existing structure has been able to accommodate storm water over time, no

additional waterway is required. However, in events where overtopping has taken place, the

level of overtopping is employed as the basis for determining additional waterway required.

See Appendix VI.

4.3 Field Data

Our field trips yielded data that has been deemed useful in arriving at key hydraulic

decisions. These include provision of additional hydraulic waterway, need for additional

freeboard in cases of bridges, provision of erosion protection works, river training

requirements to make flow efficient

- '12Carl Bro 2~12

5.0Geotechnical Design

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Final Design ReportCentral, Eastern, Northem and Luapula Provinces of Zambia October 2006

5 GEOTECHNICAL DESIGN

5.1 General Notes

Proposals on geotechnical requirements have been based on observations made during the

field trips, including the general performance of the existing structures and, wherever feasible,

sub-soil exposures. From the performance of the existing structures, an indication is given as

to the stability of the foundation soils.

As regards foundation conditions in the region, no major difficulties are anticipated, seeing

that the region largely exhibits stable soils, even in dambo areas. As for Luapula, in which the

dambo areas are more extensive, appropriate allowance has been made for excavation into

stable, dense clay soils.

The smaller crossings such as Culverts and Drifts can be sufficiently founded on existing

subsoil conditions. Sufficient allowance has been given for Bridges and Box Culverts. It can be

argued that a concrete structure of no more than 15m in length on low-volume roads would

not have very high self-weight and that it can be founded safely on the dense clay soils found

in dambos.

5.2 Proposed Further Studies

It is our view that the data collected thus far is sufficient for the purpose of determining

foundation conditions for all the proposed structures. This is allowed for in the Tender

Documents. However, some locations require additional studies in terms of extensive

geotechnical and hydrological/hydraulic investigations. These locations are outlined in

Appendix VII.

5.3 Survey for Sources of Construction Materials

We have noted the major construction materials required to be as follows:

4P Boulders

4 Concrete Aggregate

4* River Sand

* Gravel

No samples have been collected for quantitative testing. It is cur view that the local resource

base as observed during field studies gives sufficiert .baisis to indicate availability of

construction materials. We anticipate no difficulties in sourcing materials employing local

labour, seeing that concrete requirements are nominal.

*) $Card Bro13

6.0Drawings

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Final Design Report

Central, Eastem, Northem and Luapula Provinces of Zambia October 2006

6 DRAWINGS

The Detailed Drawings are based on the following sources:

* Standard Drawings from RDA

*> Feeder Roads Design Manual as published by MLGH

* Technical Manual for Labour-based Road Rehabilitatir n

These sources are clearly acknowledged on the drawings. However, for some structures, no

standard drawings could be found and the Consultant has employed his, based on previous

assignments and new designs. These are as listed below:

*> Drifts with Box Culverts as Vents

4 Box Culverts

* Single Span 15m Bridges

14 -. f Card Bro

7.0 &Conclusion & Recommendations

Essential Bridge Rehabilitation Project (EBRP) - Region l Final Design ReportCentral, Eastern, Northem and Luapula Provinces of Zambia October 2006

7 CONCLUSIONS & RECOMMENDATIONS

* Further to the foregoing, it is our conclusion that effective implementation of our

Engineering Design Proposals shall ensure better access and quicker transportation

of agricultural inputs and produce to the rural and peri-urban areas, thus

contributing to poverty reduction and sustainable development and growth as

envisaged by the Government

* We recommend that measures be instituted for sustainable routine inspections and

maintenance to obviate the need for costly repair works in the future owing to

damage caused by flooding

* This design incorporates measures that shall reduce the destructive effects of

erosion and overtopping in instances of high rainfall and has incorporated

increasing of existing waterways, allowed for repair works and proposes additional

structures to ensure optimal performance during rainstorms

*> We have carried out the requisite studies on the prioritised structures in terms of

hydrological and hydraulic data collection together with geotechnical condition

surveys in keeping with the size of the structures proposed for Phase III, and have

proposed sufficient measures that ensure suitable mitigation in terms of

environmental degradation

* Some additional investigations that could not be carried out under this commission

have been proposed and are attached to this report

4 We anticipate no difficulties in the availability of construction materials throughout

Region I

* We do not object to the proposal to let out Bid Lots per province in order to capture

medium to large to Contractors

15 $ CarlBro

8.0Report Appendices

Appendix 1:Terms of Reference (8 Pages)

I

43

Section 5. Terms of Reference

TERMS OF REFERENCE

FOR

PROV'ISION OF CONSULTANCY SERVICES FORDETAILED ASSESSMENT, PRIORPTISATION AND ENGINEERING DESIGN FOR

REINSTATING/CONSTRUCTING OF THE DAMIAGED AND WASHED AWAY CROSSINGS INREGION I: CENTRAL, EASTERN, NORTHERN AND LUAPULA PROVINCES OF ZAMBIA

1.BACKGROUND

As part of its efforts to achieve sustainable growth, the Government of the Republic of Zambia (GRZ) is puttinggreat emphasis on the rehabilitation/construction of the country's road network, including drainage infrastructure,in order to ensure accessibility to commnunities and services. Thus, it is desirous that existing drainage structures(i.e. bridges, culverts etc) should be maintained between communities, social amenities, production centres andother such infrastructure, as accessibility is a prerequisite to sustainable development and growth. This willcontribute to poverty reduction among the rural and peri-urban people by ensuring better access and quickertransportation of agricultural inputs and produce and access to health, school, mark-ets and other social arnenities.

Over the years, floods caused severe damage to river crossings throughout Zambia. Bridges and culverts werewasheda way, cutting access to large parts of the country wvhich impacted negatively on the social service deliveryand economic development. These crossings are mostly on unpaved rural roads.

In support of the Road Sector Investment Progranune Phase II (ROADSIP II), the GRZ has applied forfinancing under the Essential Bridge Rehabilitation Project (EBRP) erom tlue international DevelopmentAssociation (IDA) toxvards the cost of re-instating these damaged river crossings and intends to apply a portionof the proceeds of this credit to eligible payments under the contract for the services for which this TOR isissued. The GRZ now proposes to retain the services of qualified and experienced consultants (hereinaftercalled "the Consultants") to carry out the services herein described (hereinafter called "the Services").

2. OBJECTIVES

The principal, overall objective of the services is to determine the scope of Nvorks required to address theemergency. The Consultants must perform the necessary detailed assessment and prioritisation based on thealready identified crossings, engineering, economic and environmental studies to restore, rehabilitate, construct-and/or upgrade the river crossings described below to optimal. cost-effective and economnicallv iustifiedstandards

The provision of the consultancy services will be phased as follows. Phases I and II form part of thisassignment. Phases III and IV are mentioned for information only and may form the basis of downstreamappointments.

Phase 1: Inspection of each of the identified network structures as listed and an assessment of thedamage prioritised and costed in line vith the criteria mentioned belov..

Phase II: Engineering Design, Preparation of Bidding Documents and assistance in the biddingand evaluation process for culverts and small bridges with a total deck length notexceeding 15 metres. This phase vill only commence after reviewv of the assessmentunder Phase I.

44

Phase III: (Subject to downstream appointment) Construction supervision for Phase II w orks andEngineering Design, Preparation of Bidding Documents and assistance in bidding andevaluation process for larger bridges identified for upgrading under this Plhase.

Phase IV: (Subject to dowvnstream appointment) Construction supervision of larger bridges.

3. PROJECT DESCRIPTION

Several surveys of bridge sites in Zambia have been carried out in recent years. The purpose of these surveyswas to deternmine rural bridging requirements, especially in flood-affected regions. The RDA compiled a longlist with more than 1095 drainage structures, which is to be used as basis for these consultancies (Ref. annex 1to this TOR). These crossings were identified with the help of Members of Parliament, Directors ot1 Works&ftom various district councils, village headmen and communities. The'second list with 140 drainage structureswas compiled by Engineers from the RDA and contains more elaborate and accurate information with pictorialexhibits of various sites visited (Ref. annex 2 to this TOR). I is desired thar through these consultancyservices, accurate and detailed assessment and later information regardIng al the identified sites should bc-provided.

For administrative purposes, the country has been divided inito two regions as below. Each region will beawarded separately and the Consultant shall be responsible for the services included in his region only.

Item Region I Region IIn o . _ _ _ _ _ _ _ _ _ _ _ _ _ _

1 Central province Lusaka province2 Eastern province Southern province3 Northern province North-western province4 Luapula province Westem province -s - Copper-belt province

Once the detailed assessment has been completed and the Client made a final decision on the scope of the-works, the Consultant shall complete the engineering designs and prepare the bidding documents 4 for thoseworks identified as part of Phase I. In order to expedife repair works, the Consultant shall dMissAhe. lient aonthe number of bidding packages given the provision that the-works should be completed as soon as possible.

4. SCOPE OF SERVICES

4.1 General

The specific assignment under this Terms of Reference is to carry out the required detailed assessment,and, when approved, undertake the engineering design for the Phase II works based on the standarddrawings of the ClientsThis will include the preparation of Tender Documents witlh detailed costestimates.

It is expected that this assignment will take about twenty (20) man months witli Phase I takinig upabout two thirds of this time.

4.2. Phase 1: Assessment, Prioritisation and Preliminary cost estimates

4.2.1 General

The anticipated services ivould comprise of the review of the long list of river crossings Nvith morethan 626 drainage structures provided by the RDA to deterndRe the damage caused by floods andinadequate maintenance, the assessment of the current condition ' of the said structures and thequantification of the necessary emergency remedial works with preliminary cost estimates. The

Section 5 - Terms of Reference 45

Consultant shall use an existing manual for bridge and culvert condition inspection and shall propose

. to the Client the two most favoured manuals. The Client shall review these as part of the evaluation

and shall agree with the Consultant on the Manual to be used for this assessment during contract

negotiations.

The consultant shall be required to break down the long list according to priority. In order to prioritize

the level of damage on each structure and the desired rehabilitation measures to be undertaken, the

consultant shall endeavoui to use the following criteria:

Priority Ranking 1: Suffered extensive damages requiring inmmediate attention and I or

' construction of new structures

Priority Ranking Il: Damages not so extensive but rehabilitation measures shall include

replacement of key'structural components

Priority Ranking III: River crossings that due to age, change in design parameters, increasedusage or other reasons identified, need to be upgraded as a priority

Priority Ranking IV: Minor damages and rehabilitation measures shall include minor repairs and

protection works which could be deferred at the discretion of the Client.

4.2.2 Existing Data and Information to be gathered

The Consultants shall collect and review all relevant existing data as available: maps and aerial

.hotographs if necessary; any as-built'drawings for the culverts; traffic surveys; geology/stream

rnrphology, hydrological/hydraulic data (water levels & scouring); locations of any existing and

proposed utilities, present condition of crossing, and banks (character and shape including existing

soils forming the embankments) etc.

The Consultant shall then, during his site assessment, complete the existing data and collect the

following information:

(i) .;GPS'reading for each of the identified sites/location(ii) Basic measurements and arrangementsjof the structures (type, length, height, skew,

spans, numnber and diameter/size of pipes/culverts etc). Where structures are completely

washed away, the Consultant shall note this as such and estimate the size of therequired

stirLcture.(iii) Condition of the structure, 'prelirninary scope of works and key eause for required works?

(iv) - gital PhotoA and;(v) The n7ature and condition of the existing aligrnent and approaches.

The ascertained parameters will help the consultant to establish the exact cause and nature of the

damages sustained. In order to complete the assignment in.the stipulated time frame, iis envisaged

that the consultant shall use several inspection teams. However, the final 'work plan and methodology

is the responsibility of the consultant.

For smaller -structures there' would generally not be a need for extenisive geotechnical and

hydrological/hydraulic investigations,jbut the Consultant is required to note in his report at which

structures such additional investigations would be required. A provisional sum of $25 000 is allowed in

the contract for payrnent of such services under Phase II.

Once the field work and priority assessment is completed, the consultant shall prepare an Assessment

Report. This will form the basis for the second phase of this assignment as described in 4.3 below. The

Consultant shall suinmarise his assessment in a table grouping the different river crossing categories

under the different priority categories. A proposed format is given below. The Consultant is required to

agree with the Client on the final format.

-I

46

Ranking River Crossing Description per category (E.g. Pipe culvert with Diameter less Total numbersthan 450 nin; 1.2 m box culvert, single span bridge, pontoon, etc.) and costs perCategory Category Category Category Category Category PriorityI 2 3 4 5 6, etc

Priority II No No A1o No No No TotalEstimated Sub-total Su b-total Sub-total Suib-total Sub-total Sub-total Totalcost I _ _ _ _ _ _ _ __ _ _ _ _ _ _Priority II No No No No No No TotalEstimated Sub-total Sub-total Sub-total Sub-total Sub-total Suib-total Total

Priority IV No No No No- No No Total 3Estimated Suib-total Sub-total Sub-total Sub-total .Sub toial Suib-total TotalcostPriority IV NO No No No NO No TotalEstimated Sub-total Sub-total Sub- total Szub-total Suib-lotal Sub-total Totalco st __ _ _ __ _ _ _ __I-, _ _ _ __ _ _ __ _ _ _

Total cost Total Total Total Total Total Total TotalEstimateper

Category -

4.2.3 Preliminary Cost Estimates

Based on his assessment the consultant shall also prepare a preliminary cost estimate for udertakinLdall the works identified. This will include costs for the repair/rehabilitatinig/constructing and upgradingthe identified drainAge structures and, where required, the costs to amend the alignment of theapproaches. This estimate shall be based on a unit cost analysis of bridges and culverts based onrecently completed projects in Zambia and neighbouring countries, if such data is not available inZambia This information will form part of the draft assessment report that will be reviewved by theRDA within 2 weeks of its submission and subject to any coniments or requested modificatidns, wVouldthen constitute the basis for preparation of the Final Assessment Report. The approval of RDA is anecessary requirement in order for the Consultant to proceed to preparation Final Assessment Report.

4.2.4 Other Current Appointments

The Consultant shall also list in his report all the river crossings included in the provided list that arealready being assessed by otlers. This will include a short statement of.the scope of services, identifiedworks and the estimated cost (where available). The Client will provide the successful consultant withthe contact information.

4.2.5 Reporting Requirements

The following reports are required,

* Inception Report describing the consultant's initial findings, staffing, proposed methodology,implementation programme, details needed or actions to be taken later by RDA to enable theassignmnent to be completed shall be submitted in six (6) copies (four hard and tvo electronic) toRDA witlhin four (4) weeks of commencement of the assignment.

* Draft Assessment Report with necessary preliminary assessment, prioritization and cost estimatesand presenting the major findings of the study. The report shall be submitted to RDA in six (6)copies (four hard and two electronic) for review and necessary approval prior to conrnencement |


of the final Report. This report shall be submitted within eight (9) weeks of the start of the.assignment.

1 Final Assessment Report including all the comments of the Client shall be furnished to the RDAno later than fourteen (14) weeks after the start of the assignment. Ten sets of documents (Eighthard and two electronic copies) shall be prepared and submitted.

4.2.6 Completion of Phase I.

The Client will review the extent of the required works based on the information contained in the DraftAssessment Report. Once this is done the Client will determine the extent of the works to be includedin Phase 11 and instruct the Consultant accordingly.

The principal effort in'Phase II would be to repair the identified damage on the smaller structures thatcould be constructed with the standard drawings of the Roads Development Agency. Any structure thatrequires extensive geotechnical and hydrological investigations and comprehensive design_ wouldnormally be done under Phase III.

4.3. Phase II: Engineering Design, Preparation of Bidding Documents and assistance in bidding andevaluation process for all culverts and small bridges not exceeding 15 metres in length

4.3.1 General

This phase will focus on those structures selected for immediate repair/rehabilitation and replacementat the end of Phase I. The services will include.the engineering design, completion of drawings where

'raquired (Standards drawings should be used as far as possible), preparation of a detailed (confidential)cost estimate and bidding documents and assistance witli tender evaluation and contract negotiations.

The exact scope of works will de determined during Phase I and it would therefore be difficult todetermine the actual cost of this phase. The following should be taken into account when preparing theproposals;

i) All identified structures larger than smaller bridges would not be included in Phase II, andii) Assume that the services as detailed below is required for a total number of about two

hundred and fifty river crossings of varying sizes and spread out over the entire geographicalassessment _aD a. Should the final agreed number differ substantially (by more than 10%),such difference would form the basis of an addendum based on the agreed rates and timeallocation for the assumed services.

4.3.2 Engineering Assessment and Design

i) The Phase I assessment should be confirmed in terms of requirements to complete the requiredengineering design to reinstate the structures at the identified river crossings. It is expected that theneed for additional inspections would be minimal and focused only on the larger structures (larger

'culvertsandsm'all b'ridges)'ildi li'hpse'

ii) The Consultant shall assess the seasonal traffic volume prevalent at the time.'For determining theannual and other seasonal traffic pattems standard procedures, of using existing data to project trafficpattems shall be applied.

iii) Execute topographic and geotechnical field work to establish the necessary data and basic drawings forthe detailed design at appropriate scale to determine location, elevation, foundation levels and sizes ofthe new and, as needed, of the existing structures. Special attention shall be given to the requiredinforniation for hydraulic dimensioning of the structures and the protective measures for thewatercourses. If elevations cannot be referred to the official level system permanent benchmarks haveto be placed and secured which will perniit to re-establish the reference height at each structure. Access

48 i

ramps and modified road sections shall be included to the extent, which permits proper adoption of theexisting alignment to the newv situation. aIt would be good to propose the scales of the design drawings, perhaps as follows

1) Site Plan including approach roads (scale: 1/1000)2) Longitudinal (vertical) and transverse alignment (scale: 11500)3) River profiles (cross section; scale: 1/100-1/250) of the present and potential crossing points

marked with high water, flood water, and low water level4) Standard cross section of approach roads (scale: 1/100)5) General Plan/View and cross section of proposed bridges or culverts (scale: 1/250 - 1/100)6) Structural details of the bridge and culverts (scale: 1/10 - 1/50), etc.

iv) The geotechnical fieldwork shall also include the prospective survey for construction materialsrequired for the structures, river-training and approach road-sections as well. Laboratory tests neededfor foundation design and quality analysis of construction materials shall be performed by a recognizedlaboratory in quantities and at schedules subject to prior approval by the RDA. The results of thegeotechnical investigations shall be expounded and commented on by the Consulting Engineer in aseparate part of the Engineering Report. A provisional sum of 525 000,00 is included for such work.The Consultant shall, at the time of requiring the services, submnit to the Client for review a proposalfor appointment of a preferred laboratory based c n the Bank's Procurierrene n:9ideIines,+i ....- ,.v,

v) Verify the hydraulic effectiveness of the proposed dimensions of all structures included in theprogramme consistent with the design standards and specifications applicable to Zambia.

vi) Environmental Project Brief IFor the drainage structures under Phase 11, the consultant is expected to conduct an EnvironmentalProject Brief (EPB). In conducting the EPB, the consultant shall consider the following:

* A description of the baseline conditions of these bridge and other drainage structure sites; X* The objectives and nature of the project and reasonable altematives;* The main activities that will be undertaken during site preparation and construction;* The expected social-economic impact of the project and the number of.the people that the I

project will resettle or employ directly during construction;* The expected environmental impact of the project _* The expected effect on the bio-diversity, natural lands and geographical resources and the

area of land and water that may be affected through time and space;* A description of adverse mitigation measures and any monitoring programmes to be

implemented. Ivii) The Consultant shall also complete the required Environmental Management Plan for the works

included in Phase II. This document needs to be disclosed before commencement of works.

vii) Prepare the detailed design drawings for the agreed structures and, w here applicable, the approach roadsections at appropriate scales and in such a detail that contractors may confidently bid and execute allconstruction work without further design except for workshop drawings for forrnmvork, scaffolding and bother auxiliary installations. Particular attention .shall be paid to the elaboration of essential standarddetails as transition joints, bearing, railings, etc., which shall be serviceable and easy to be maintained.Where applicable, the safety of all structural parts shall be verified by static and foundationengineering analysis (for computer-based calculations the type of computer and the programmes used mshall be mentioned) using British Standards (BS) or any other intemationally recognized code ofpractice. The loading must in any case be identical with those regularly applied for the respective typesof roads in Zambia.viii) Prepare Bills of Quantities and actual cost estimates based on unit prices

.r

1 -_ __ _ _ . - - -- - - - -- . -. ,---- ~ .


broken down in local currency. Tax and duty elements shall be presented separately. The estimate forthe right-of-way acquisition, if any, shall be furnished by the Government fof each land property used.

ix) Review the suitability of and alter as necessary the Bid Lots proposed by grouping the structuresaccording to geographical location, equity, magnitude and nature of work etc.

x) Prepare a detailed Time schedule for the programnne based on the proposed packaging and theindividual coastruction time for each structure assuming a practical sequence of activities under givenclimatic conditions and taking into account the time needed for tendering, contract negotiations andI award, mobilisation, etc. The expected Cash Flow shall also be indicated.

4.3.3 Preparation of bidding documents.

- The consultants should prepare bidding documents for the contract conforming to the World Bank's"Standard Bidding Documents for Procurement of Works". A draft of the proposed final d6cuments- shall be furnished to the RDA within 4 weeks of the initiation of the detailed engineering design, for

review and approval, which shall be completed within 2 weeks of receipt of the draft.Final complete bidding documents including instruction to bidders, detailed engineering plans anddrawings, standard technical specifications, specifications of particular applications, model contract,I special conditions of contract, and bills of quantities, shall be fumished to the RDA no later than 8weeks after the start of the detailed engineering design.

|i - The consultant is expected to prepare environmental mitigation plans, environmental managementjJans outlining detailed implementation schedule, monitoring plan, reporting schedule and any other

r ennionitorin- requirements.

4.3.4 Assistance in bidding process

The Consultant shall co-operate with RDA in accordance with instniruions of the RDA on thefollowing matters:-- Answer any queries from the Tenderers during the Tender Period (Pre- tender Meeting).- Evaluate the tenders received and summarise the findings in a Tender Evaluation Report based on theWorld Bank format with award reconmmendation. The evaluation report shall be subrmitted to the client1 xwithin 3 weeks of the closing date of submission of Tenders.- Assist in Contract Negotiations with preferred Contractor.

4.3.5 Reporting Requirements

. Draft Design report anid bidding documents (including instruction to bidders, preliminary engineeringplans and drawings, standard technical specifications, specifications of particular applications, modelcontract, special conditions of contract, and bills of quantities, shall be furnished to the RDA withineighteen (18) weeks of the start of the assignment. Six hard and two electronic copies shall be prepared- . \and submnitted to RDA for review and approval.

* The consultant shall submnit within eighteen (18) weeks of the start of assignment seven (7) hard copiesand two electronic copies of the EPB and EMP to the RDA for review and onward transmission to ECZ.

* Final Design report and bidding documents (including instruction to bidders, detailed engineering plansand drawings, standard technical specifications, specifications of particular applications, model contract,special conditions of contract, bills of quantities) shall be fumnished to the RDA no later than twenty-two(22) wveeks after the start of the assignment. Ten sets of documents (eight hard and two electronic) shallbe prepared and submitted.

* The evaluation report shall be submitted to the client within two weeks of the closing date of submissionof Tenders. Six (6) sets of documents (four hard and two electronic)shall be prepared and submitted

50 <5. CONSULTANTS' PERSONNEL

The consultants shall provide the following key staff to carry out the services as described above:

* Team Leader: a qualified engineer with Bsc degree in civil engineering with a minimum of 15years project management experience with management of emergency assessments andexperience in bridge works an added advantage. The Team Leader may be one of theengineering experts listed below.* Bridge/Structural Engineer: a qualified engineer with BSc degree in bridge/structuralEngineering and a minimum of 15 years relevant experience in similar project, at least fivemust be in the region.* Geotechnical/Materials Engineer: a qualified engineer with BSc degree in rnateriallfoundationengineering and a minimum of 10 years relevant experience.* Drainage/Hydrology Engineer: a qualified engineer with BSc degree in Civil engineering orequivalent wvith mninimum of 10 yeArs relevant experience in similar projects.* Transport Economist: a qualified transport economist with Bachelor of Arts in Economicsdegree or equivalent with minimum of 10 years relevant experience;

Environmental Specialist: a qualified environmental specialist with Bachelor of Sciencedegree or equivalent, in an appropriate field and with 10-years relevant experi nce in similarassignments.* Resident Engineer (2 No.): mninimum first degree holder with at least 15 years, (RoadEngineer relevant experience in construction supervision of roads and drainage structures) Heshall have extensive supervision experience and should be farniliar with engineering contractprocedures and with contract administration. They will be utilised only during the supervisionphase (Phase III).

The evaluation will however be based on the following Key Staff for comparisoa purposes only:

* Team Leader* Bridge/Struetuiral Engincer* Drainage/Hydrology Engineer

6. SERVICES TO BE PROVIDED BY THE GOVERNMIENT OF THE REPUBLIC OF ZAXIBIA: 3The RDA will make available to the consultants all relevant reports and data in its possession but theconsultants shall be fully responsible for the interpretation and use of the material in question. lThe RDA will liaise with other Government offices as required in order to facilitate the consultants' work in| accordance with this TOR.

The RDA shall provide staff (s) from the Provincial Road Engineers' offices and the Directors of Works froniall the relevant 72 districts to accompanv the consultants to the identified river crossing sites. The consultant,shall however, include in the "Financial Proposal" standard subsistence allowances for the RDA staff asprovisional sum.

| The RDA shall provide to the consultant , standard drawings for sonme of the drainagestructures to be adopted during the execution of the assignment.

- The consultants shall make own arrangements for all office and living accommodation, transportation, supplies,surveys, investigations, testing, secretarial services, etc... in connection with the services required by this Te-msf Reference.

Appendix II:List of Crossings for Phase 11 (11 Pages)

Appendix II: List of Crossings for Central Province - Phase II

LOCATION NEW STRUCTURES REPAIR WORKS ROAD WORKS

New Bridge CulvertLatitude Longitude New New box pipe repair or Drift repair or Raise level etc. (Small:

Crossing District S d° m.m E d° m.m bridge culvert culverts replace repair replace <500m3)1-3 Serenje 12°55.038 30°38.626 small1-4 Serenje 12°54.773 30037.909 2 x 1.5 x 1.5 small1-6 Serenje 12°54.579 30°38.612 3 x 1.5 x 1.5 replace small1-11 Serenje 12°55.365 30°12.907 small1-13 Serenje 13°13.363 30013.996 repair1-20 Serenje 13014.261 30°13.424 small1-21 Serenje 13°06.178 30006.452 x small1-22 Serenje 13014.023 30008.739 repair1-23 Serenje 12°58.500 29052.437 small1-31 Serenje 13°14.359 30°13.580 x larger1-32 Serenje 130 35.881 300 09.104 repair small1-33 Serenje 13036.139 30011.196 2x 1.5x1.5 replace small1-34 Serenje 130 34.254 300 13.755 2 x 1.5 x 1.5 replace small1-35 Serenje 130 30.715 30° 21.667 small1-36 Serenje 13023.444 29058.383 repair1-37 Serenje 13022.743 29°58.517 repair1-39 Serenje 13026.571 30006.188 repair1-40 Serenje 13022.675 30°07.435 repair141 Serenje 130 36.936 300 08.291 small1-42 Serenje 130 32.923 300 17.041 2 x 1.5 x 1.5 larger1-44 Serenje 130 34.147 300 38.719 repair



Crossing District S d° m.m E d° m.m bridge culvert culverts replace repair replace <500m3)1-47 Serenje 130 11.488 30° 58.633 2 x 1.5 x 1.5 replace small1-48 Serenje 13010.979 30°39.179 repair small1-53 Serenje 130 06.062 30° 55.137 x repair small1-56 Mumbwa 15°04.289 27023.229 x larger1-59.1/.13 Mumbwa 15001.344 27008.364 repair

1-59.16 Mumbwa 140 54.356 270 48.791 2 x 1.5 x 1.5 replace/ smallrepair1-59.17/.18 Mumbwa 14° 55.046 270 30.584 x replace/ small

1-59.19 Mumbwa 140 52.818 270 39.260 repair small1-60.1 Mumbwa 150 07.803 270 21.859 x replace small1-60.2 Mumbwa 150 07.194 270 21.565 repair small1-60.3 Mumbwa 150 05.313 270 20.243 repair

1-61.1/.20 Mumbwa 150 09.897 260 59.094 x replace/ largerrepair1-62.1/.8 Mumbwa 15° 23.102 270 27.844 repair1-62.9 Mumbwa 150 12.913 270 20.584 repair

1-62.10 Mumbwa 150 10.280 270 19.087 repair

1-63.1/.4 Mumbwa 15020.896 27018.464 x replace small1-65 Mkushi 130 42.883 290 26.097 repair small

1-66.1 Mkushi 13° 30.826 290 02.025 repair1-66.2 Mkushi 130 29.404 290 04.061 3 x 1.5 x 1.5 replace small1-67 Mkushi 13 38.465 29 10.393 4 x 2.0 x 2.0 replace small1-68 Mkushi 130 32.544 290 24.070 small1-69 Kabwe 140 29.667 280 20.612 x small1-70 Kabwe 140 23.470 280 26.115 x larger



Crossing District S d0 m.m E d° m.m bridge culvert culverts replace repair replace <500m3)1-71 Kabwe 14° 35.850 28° 24.056 4 x 1.5 x 1.5 replace larger

1-74 Kapiri 13049.734 28041.583 2 x 1.5 x 1.5 replace largerMposhi

1-90 Serenje 12°55.020 30034.482 4 x 2.4 x 2.4 replace larger

1-91 Serenje 12026.203 30°21.965 x larger

199 Kapiri 14001.508 27°50.390 repair smallMposhi rpi

1-102 Mumbwa 15012.343 26048.248 small

1-108.2 Mumbwa 15008.330 26052.608 x small

1-109 Mumbwa 15007.340 27002.193 repair small

1-111 Mumbwa 140 59.861 270 16.776 x replace small

1-113 Mkushi 14022.396 29022.214 repair

1-114 Mkushi 13° 59.935 290 28.782 repair small

1-116 Mkushi 14019.893 29019.776 4 x 2.0 x 2.0 replace small

1-118 Mkushi 140 02.120 290 57 895 2 x 1.5 x 1.5 small

1-119 Mkushi 140 02.290 290 57.891 2 x 1.5 x 1.5 replace small

1-120 Mkushi 140 07.456 30001.004 4 x 1.5 x 1.5 small

1-121 . Mkushi 140 07.538 300 01.450 repair

1-122 Mkushi 14 07.539 300 01.603 - 4 x2.4 x2.4 small

1-123 Mkushi 140 06.950 30° 08.453 Two4x1.5x replace larger1.51-124 Mkushi 140 06.890 30° 06.917 1 x 1.5 x 1.5 replace small

1-528 Mumbwa x small

2-1 Mumbwa 140 56.123 27° 29.262 repair

2-2 Mumbwa 140 58.008 270 20.906 repair

Appendix II: List of Crossings for Eastern Province - Phase II

LOCATION NEW STRUCTURES REPAIR WORKS WORKS

Raiselevel

Culvert etc.

Latitude S d° Longitude E d° New pipe Bridge Drift repair or (Small:

Crossing District m.m m.m New box culvert culverts repair repair replace <500m )

1-177 Chipata 13°48.204 32°33.512 x

1-178 Chipata 13° 45.428 32° 35.444 x

1-179 Chipata 13°45.846 32044.923 x small

1-182.1 Chipata 13° 50.757 320 31.497 x small

1-183 Chipata 13°44.706 32°41.356 x larger

1-184 Chipata 13° 53.144 320 28.355 x replace larger

1-186 Chipata 13044.796 32°42.390 x larger

1-189 Chipata 13°44.361 32°39.874 3 x 1.5 x 1.5 small

1-192 Chipata 13°48.672 32°44.584 x small

1-193 Chipata 13045.716 32027.003 x small

1-194 Chipata 13°45.967 32027.311 x small

1-195 Chipata 13045.954 32028.351 x small

1-196 Chipata 13047.051 32027.505 x small

1-198.2 Chipata 13° 55.874 320 24.775 x replace small

1-270.11.3 Chipata 13034.387 32°29.820 4 x 2.0 x 2.0 replace small

1-275.1/.6 Chipata 13°34,.049 32°28.616 x larger

1-276.1/.4 Chipata 13030.496 32027.605 x small

1-283 Chipata 130 47.343' 320 24.793 x small

1-284.1/.2 Chipata 130 45.754' 320 19.121' x small

1-289.1 Chipata 130 39.201 320 26.004 x small

LOCATION NEW STRUCTURES REPAIR WORKS WROAD

RaiseRaise level

level etc. Culvert etc.Latitude S d° Longitude E d° New pipe Bridge (Small: repair or (Small:

Crossing District m.m m.m New box culvert culverts repair <500m3) replace <500m )1-289.2 Chipata 130 38.803' 32°25.204' x small1-291 Chipata 13°37.546 32°17.616 x repair small1-292.2 Chipata 13030.838 32°20.589 x replace small1-297 Chipata 13°37.881 32°14.794 4 x 2.0 x 2.0 x replace larger1-301 Chipata 13°36.366 32016.551 x small1-303.1 Chipata 13037.729 32°13.723 4x2.0x2.0 replace larger1-303.3 Chipata 13037.614 32°12.971 x small1-304.2 Chipata 13043.808 32017.631 x replace small1-304.3 Chipata 13043.848 32°18.311 x - small1-305.1 Chipata 130 42.156' 320 19.099' x - larger1-306 Chipata 13°46.068 32016.891 small1-307.3 Chipata 13°45.057 32015.000 x - small1-307.4 Chipata 13044.514 32°14.664 3 x 2.0 x 2.0 replace larger1-309 Chipata 130 40.368 320 20.807 3 x 1.5 x 1.5 - larger1-312 Chipata 13038.959 32017.105 larger1-349 Chipata 13011.243 .32036.401 . repair small1-350 Chipata 13°10.642 )2°45.659 x- small1-143 Chadiza 13049.393 32045.694 3 x 2.0 x 2.0 replace small1-148 Chadiza 13°59.664 32051.979 2x 1.5x 1.5 replace small1-149 Chadiza 14°02.169 32051.877 3x2.4x2.4 replace small1-200 Chadiza 14003.814 32049.643 x small1-202 Chadiza 140 14.841 32° 27.116 x small1-204 Chadiza 140 14.800 320 27.369 4 x 1.5 x 1.5 small1-218 Chadiza 14°05.371 32037.468 x small1-221.1 Chadiza 14°05.250' 32°35.466 x replace small


RaiseRaise level

level etc. Culvert etc.Latitude S d° Longitude E d° Bridge Bridge (Small: repair or (Small:

Crossing District m.m m.m New box culvert repair repair <500m3) replace <500m3)1-221.2 Chadiza 14°06.041 32°36.432 2 x 1.5 x 1.5 larger1-221.3 Chadiza 14°03.022 32'31.794 2 x 1.5 x 1.5 replace larger1-224 Chadiza 14°10.439 32027.926 x replace small1-226 Chadiza 14010.426 32027.003 x small1-233 Chadiza 13053.747 32052.703 small1-235 Chadiza 13°53.455 32052.303 small1-245 Chadiza 14'08.539 32026.041 x small1-246 Chadiza 14008.916 32025.965 x small1-248 Chadiza 140 04.023 320 20.339 x1-260 Chadiza 130 51.611 320 54.545 x small1-262 Chadiza 140 01.176 320 57.351 4 x 1.5 x 1.5 small1-263 Chadiza 140 01.533 320 57.503 3 x 1.5 x 1.5 small1-264.1/.4 Chadiza 14001.074 320 57.334 2 x 1.5 x 1.5 x larger1-371 Chadiza 140 00.040 320 18.668 x small1-374 Chadiza 140 12.344 320 20.362 small1-380 Chadiza 140 12.839 320 20.329 3 x 1.5 x 1.5 small1-382 Chadiza 140 13.639 320 25.148 4 x 1.5 x 1.5 small1-396 Chadiza 14002.273 32°33.224 x small1-314.1/.6 Nyimba 14036.739 30046.922 x small1-316.1/.11 Nyimba 14°42.064 30°47.076 x replace larger1-318.2/.9 Nyimba 14'33.993 30°49.862 repair1-318.10 Nyimba 14034.993 30051.452 x1-318.19 Nyimba 14037.639 30°56.214 4 x 1.5 x 1.5 replace small1-318.20 Nyimba 14°37.889 30056.214 x


RaiseBridge Raise level Culvert levelLr etc. (Small: repair or etc.

LatitudeS d° Longitude E d° Bridge repair <50m 3) replace (Small:Crossing District m.m m.m New box culvert repair c500m)1-321 Nyimba 14°18.436 30°47.234 x

1-325 Nyimba 14034.792 30°48.723 x1-326.10/.13 Nyimba 14045.879 30°23.689 4 x 1.5 x 1.5 x larger1-330.1 Lundazi 12025.740 33005.679 small1-331.1 Lundazi 12°23.540 33001.963 x1-331.8 Lundazi 12021.690 33003.788 small1-356 Katete 14002.114 32°03.953 repair small1-357 Katete 14°05.854 32°04.992 x small1-359 Katete 130 53.419 310 58.936 x small1-360 Katete 130 50.383 320 06.729 x small1-363.1/.6 Katete 130 46.872 320 01.523 x larger1-365 Katete 13058.347 32°02.918 2 x 1.5 x 1.5 larger

1-366.1 Katete 14002.108 31°57.086 2 x2.0x 2.0 larger

1-398 Petauke 14026.903 31040.975 x small

Appendix II: List of Crossings for Luapula Province - Phase II

LOCATION NEWV REPAIR ROADSTRUCTURES WORKS WORKS

Culvert

Latitude S Longitude E New New box New pipe Bridge repair or Raise level etc.

Crossing District d° m. d° m.m New bridge drift culvert culverts repair replace (Small: <500m3)

2-50 Nchelenge 09006.292 28056.794 15m larger

1-409 Kawambwa 09044.074 29°16.442 4x1.5x1.5 replace larger

1-410 Kawambwa 09051.211 29001.363 small

1-418 Kawambwa 09059.221 29024.888 repair small

1-419 Kawambwa 09058.046 29023.598 repair small

1-420 Kawambwa 09057.135 29024.372 x larger

1-421 Kawambwa 10001.687 29017.904 x replace small

1-422 Kawambwa 09048.130 29023.465 x replace

1-424 Kawambwa 09038.673 29027.038 repair

1-425 Kawambwa 09058.109 29°25.459 x replace small

1-428 Kawambwa 09051.432 29032.850 3x2.0x2.0 replace small

1-544 ZAWA. 09028.480 29005.198 x replace small

1-433 Mwense 10037.601 29004.037 x replace small

1-436 Mwense 10024.681 29000.692 2x1.5x1.5 replace larger

1-439 Mwense 100 41.176 28' 50.782 3x1.5x1.5 replace small

1-441 Mwense 10024.681 29003.236 x larger

2-52 Mansa 10° 46.322 280 49.351 4 x 2.4 x replace small2.4

2-54 Mansa 1 1052.864 280 33.161 iSm replace larger

2-55 Mansa 110 52.307 280 32.530 5 x2.0 x replace ] larger

1-442 Samfya 11° 08.124 290 28.247 l l _l

LOCATION NEW REPAIRLOAINSTRUCTURES WORKS

CulvertLatitude S Longitude E New New box New pipe Bridge repair or Raise level etc.

Crossing District d m.m d° m.m New bridge drift culvert culverts repair replace (Small: <500m3)1-443 Samfya 100 52.763 290 24.460 x x small

1445 Samfya 100 52.252 290 42.524 x small

1-446 Samfya 100 52.263 290 43.489 x x replace larger

1-447 Samfya 100 53.143 290 40.248 x small

1-449 Samfya 100 53.439 290 45.281 x replace small

1450 Samfya 100 56.628 290 33.432 x small

1-451.1 Samfya 100 54.741 290 31.992 repair small

1-451.2 Samfya 100 56.165 290 32.768 repair small

1452 Samfya 100 45.353 290 41.538 Two replace larger3x2.5x1.5 replace larger

1-453 Samfya 100 45.733 290 39.097 Two rpaelre___________________________________________2xl.5xl.5 rpaelre

Appendix II: List of Crossings for Northern Province - Phase II

LOCATION NEW STRUCTURES REPAIR WORKS ROADWORKSRaise level

New New Other Culvert etc.Latitude S Longitude E New vented New box pipe bridge bridge Drift repair or (Small:

Crossing District d° m.m d° m.m drift (boxes) culvert culverts deck repair repair replace <500m3)1-458 Chinsali 100 35.551 32° 08.440 x

1-459 Chinsali 100 42.330 310 50.103 2x1.5x1.5 replac. larger

1-467 Nakonde 090 27.220 320 35.641 small

1-468 Isoka 100 34.619 330 26-788 temporary larger

1-471 Mporokoso 090 28.299 290 40.108 repair small

1-472.1 Mporokoso 090 23.006 290 32.557 x small

1-472.2 Mporokoso 09° 22.998 290 32.545 x

1-474 Mporokoso 09' 17.325 300 03.785 4x2.0x2.0 replace small

1-475 Mporokoso 09° 27.578 290 42.879 small

1-490.1 Mpika 120 37.638 31° 00.100 small

1-490.2 Mpika 12 38.575 31 00.436 larger

1491 Mbala 09° 21.917 31 040.287 repair

1-492.1 Mbala 09° 11.064 310 42.515 2x2.0x2.0 replace small

1-492.2 Mbala 090 11.932 31° 45.180 x replace small

1-492.3 Mbala 09° 11.834 31° 45.659 1x2.0x2.0 replace larger



1-495 Nakonde 090 21.182 32° 44.887 insp. +temp.1-500 Nakonde 09° 11.798 32° 19.977 4x2.0x2.0 replace larger

1-502 Kaputa 080 57.266 300 00.386 Two replace larger

LOCATION NEW STRUCTURES REPAIR WORKS ROAD

Raise levelNew New Other Culvert etc.

Latitude S Longitude E New vented New box pipe bridge bridge Drift repair or (Small:

Crossing District d° m.m d° m.m drift (boxes) culvert culverts deck repair repair replace <500m3)

1-503.1/.2 Kaputa 09° 06.946 30° 07.510 x replace small

1-504.1/.5 Kaputa 080 33.499 30 14.858 x replace small

1-505 Kaputa 090 07.171 300 20.632 6x2.4x2.4 replace larger

1-506 Kaputa 09° 12.421 30 18.183 6x2.0x2.0 replace small

1-508.1/3. Kaputa 08° 42.663 290 53.024 x small

1-509.1/.3 Kaputa 08° 48.577 290 55.464 x small

1-510.1/.15 Kaputa 08° 56.255 290 53.722 x larger

1-512 Luwingu 10° 37.627 30° 00.273 2x2.0x2.0 replace small

1-517 Mungwi 090 52.258 310 42.697 3x2.0x2.0 replace larger

1-518.1 Mungwi 09° 50.916 31° 20.596 x small

1-518.2 Mungwi 090 49.580 310 31.171 x small

1-520 Mungwi 090 41.098 310 48.123 x larger

1-525 Mungwi 090 39.014 310 23.100 2x1.5x1.5 replace larger

2-65 Isoka 100 15.127 330 03.344 repair

Appendix III:Road Widths (Design Standards) (2 Pages)

-- . - ..

* Introduction

Design standards have been used by various authorities to cater for hicir needs ofj accepting a uniform approach to implement their infrastructure. Unfortunately, manyauthorities have adopted design standards from another country, which arc not= n .- comparable to the climatic and geotechnical conditions of the adopted country. To' i'frirther complicate matters various local authorities often develop their own standards.

lDesign Standards

The Roads Department, under the Ministiy of Works and Supply, has adopted Road- s Desig- Standards that the group of experts from the Road Infrastructure within thej 5 Southern Africa Transport Communications Comniission (SATCC) had prepared onharmonizing of standards and specifications for road design, construction and-, ; maintenance within the member countries of the Southern African Development

. Coordination Conference (SADCC). These Road Design Standards were adopted byinine SA1DCC countries in the forn of the following:

* . a o Vol20rne 1: Geometric Desin of RuralRoadsX~~ VO luzme 7I: PavemeritDesigniGuid

I ClassifiLeation of Roads

The above standard classifies roads into the followving categories, namely;

N -dber Carnidgnay e Shoulder Median | FromatiRcType oft es Width (M)' sl ) yidh(m) (mn) w idth(m) i*xrie

I 4 3.5 2 75 0.2 3.0 3.0 24.0 2x60

LA. 2 3.5 7., 0.25 3.0 . *-13.3 100.. _ .. . 5 .- 7 -. . _ _ ,_1B 2 3.5 7.0 2.5 12.7 100

IC 2 3.25 6.5 2.0 10.5 10o

if 2 3.25 6._ I.S 9.5 1 -

111 I S.5 .3 1 .- . 7.6 --O

Table4.4.2st-StAndard CroisSectionsforVarloutRoad Classes

Although the above categories may be applicable in certain regions it is difficult toaccept category JII as the lowest standard for Zambia. Some of the rural roads inZambia receive extremely low volumes of traffic and have not received maintenancefor many years due to financial constraints. A formation width of 5m for the ruralfeeder roads would be considered more appropriate frZminsadrs

U^w<CGM - btfi. .U&2~ ?afR0Jd4f

Cross Sections

- When designing the cross-section of a road one has to cotsider the ;oBdusers,vehicular traffic, and traffic volumes. The traffic usually deter.,ities the need for anumber of lanes and the surfacing required to produce a maintainable road. The widthof vehicles (Sedan - 1.8m, Trucks- 2.52m, Busses - 2.Sm) determines the lanedimensions to be used. The Department of Roads (SATCC) design standards hasclassified various road types into different classes by the cross-sectional dimensions

.- (refer to Table 4.2.2a). The lowest categorised road has a carriageway width of 5,5m.1 -§ . .This could be considered io be a criterion that could be relaxed in terms of the ruralfeeder roads in Zambia, which carry a very low volume of traffic. The following

1 cross-sections are recommended for feeder roads.

- Dra to Dizin 7.OOOf1nm

~ iv tMel tii t_____lCs Onu !jlWr

3 Sc U Fa'e /D.

I )Figu3re 5. ?rirnlry Feeder Road Cross Sectioni (FP).

J o t 4 tce8Wd >dhi4.CoO sm )

-Figurc. ecodr Feeder RdCrs ecin F)

-;1 j~~~~ RDad Widt 3-0CO mm >|-/7

* IK

I I SI

Figure 7. TerilAry Feeder Road Cross Section (FE).

-4

Appendix IV:Standard Widths of New Crossings (2 Pages)

NO I DA lo COST

I750 5000 [7501 REL1SION

REPUBLIC OF ZAMBIA,m Q l/ oAnD trvD IMr 1r WW s AM SUreY

Wc1RLSMND

Carl Bro

4,,- I.,I(~,At ~ I4,A1

BOX CULVERT, LONGI-rUDINAL SECTION '* -.1-.. ... '.e

T.:- .. l*,4.fl.

O1X2CSE VETYP L 21S T

.RtEVit510t4

CuSD

'CULVERT LNCTV4 -) REPUBLIC OF ZAMBIA

b ~. U *co ~. ' Sft I

low_ _ __ _ _ _ __ _ _ _ _ __ _ _ _ __ _ _ _ _NFW CILY = W F PfirPMRfl

NEW .FOR fUTURE UPCRADeNQ

NEW R,AD 1N1DTh SEE 000 TO ROAD WSDTOH 5.0r|

FXAOTOfRC WIDTH

ROAID EUBAI4KEN tV

UJPGRADED TO 5.Dm IN FUTURE EITRAISED ROA UINIMUU9IERTH CMREL XIST. I OADL..

LEVEL- 0.O ) NREOATNE) |

tau-

R0W EUbtKEINKtEtT FOR RAISED .-- L| ---..

ROA&D NEAR PIPE CULVERr .X

CarlBroC

v z ,, r (E~CHECK NOTE 1) >-...|~

-- -

PIPE CULVERT. LONGITUDINAL SECTION, 1:50

1. UINtUUIJ rALL ro DE 1:50

2. NtNIUtUL EARrri CCNEft ON TOP Or PIPCS

SHALL DE 500mm / 600mm FOR 9000.m PIPES/1200mm PIPBE Z162tSE-TYP-11 A

Appendix V:Traffic Loads (3 Pages)

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Draft Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia August-2006

AASHTO loading HS 20-44:

Two axles each of 142 kN (-15 tonne)Front axle of 39 kN (-4 tonne)Total weight: (-34 tonne)

HS20-44 8.000 LBS 32.000 LBS * 32.000 LBS*HS15-44 6.000 LBS. 24.000 LBS 24.000 LBS.

o 14-0 . V

-~.1 '- 0,4W ~ m

0.4E } - 0.4W

;W COMSINED WEIGHT ON THE FIRST TWO AXLES WHICH IS THE SAMEAS FOR THE CORRESPONDING H TRUCKV - VARAELE SPACiNG -- 14 FEE-i TO 30 FEET INCLUSIVE. SPACING TO BE

USED IS THAT WHICH PRODUCES MAXIMUM STRESSES

CLEARANCE ANDLOAD LANE WIDTH

2'- -- ' 20-0"

2-0- e-o 2--0

A - v Carl BroInTteIIgen1t Salutions

Essential Bridge Rehabilitation Project (EBRP) - Region 1: Draft Design ReportCentral, Eastem, Northem and Luapula Provinces of Zambia August 2006

BS 5400. HB-Vehicle:

For comparison is shown the axle configuration for the type HB loading (with 37.5 number ofunits) which according to Recommendations on Road Design Standards, Roads Department,Lusaka, December 1994, shall be used for the Regional Trunk Road Network.Wheel load is 37.5 x 2.5 kN = 94 kN (-9 tonne)Axle load (wheels) is 4 x 94 kN 375 kN (-38 tonne)

axl axle axle axi_ ' . ' ' ' 'units. g l. a '

width Whee loads: 99 kN eacS

- -n--* g---X.

6. .11l.16.21; 26 m 1.15mwhichever dirmension

produces the most severeeffec: on the memberuncer cons;ror-tiort

Figure 5.3 Dimensions of IB vehicle

Carl Bro 2e l V .. -I' n rc:'irnt Anfiitirnnc

1 '- I#' rV I I" "' It ir 1 1 r I I X I I I IT- - 1

a STANSDARD BRIIES Legend:

The design of major bridges. bridges for dual carriageway mads, and hrid:es foir specil C is thoe arriagew ay,conditions shall be specific solution to the pirticular requiremenrt and is not ;mvered by the S is the shoulderpresent standards. - for cross-section type m and IV: 2.00 ra

: - for cross-section type V and VI: 1.00 ms.1 Geometry for all other cross-section types- .075 rn O. 0

f, is the combined footpath and bicycle track-varying from 1.00 to 3.0 m depending upon amnount oif tr afric.

The bridge cross-section is the only geometric standard which needs consideration In relationto the road which it serves.

During the total life of a road the cross-section roay be modified. The bridge Frossisection igure 8.1.1: Standard Bridge Cross-Setlonscannoc that easy be changed, tbheefore the bridge geometry must be carefully considered so The vaious bridge cross-sections as shown in rigure 3.1.I should be applied according kV tthat it will continue to be adequate for the road over an extended period,h following guidelines:

I BRI lo be applied for roads with litde or no pedestrian an cycle traffic. for bridjcaI.!. Headroom and Clearance longer than 15 in, R2 (fR2a) should be applied even fnr lintle pedestrian 2nd cycle

The stadard minimum headroom or clearance under bridges or tunnels shall be 5.00 . This traffic.cleiraince should be maintained over the carriageway and shoulders. Where future maintenanceof the c3rriageway is likely to lead to a raising of the road level, then an additional clearance 2 eR2 (sR2s) to bc applied or roads with adoderate pedestran and cycle raf fic (10 Cof p t 0 m ay e povieCpersons per day) and moderate vehicle trafic (4,000 patssenger car units per day).of up to 0.1I m may be provided.

The minimum horizontal learuince between the carriageway edge and the face of an abutment 3 BR3 (1llUa) to bh applied for roads with heavy pedestrian and cycle traffic and Wnoderietor pier shall generally be 1.50 mn. la eceptional cases this standard may be reduced to 1.00 l heavy vehicle traffic.m 4 The design of the btidgt shill allow for the removal, if required at a later data, of th:

footpath and its conversion into a traffic lane

8.1.2 Standard Bridge Cross-Sections

The standard bridge cross-sections for single c2rria.ewsy roads are shown in figure s l 8s2 STRUCTURAL DESIGN

8.2.1 General

_________________Structural design for standard brldges shall be carried out in acc-ordance withBritish Standard.-. ... CP 2004 'Code of Practice for Foundations', 1972 and DS 5400 Steel, conrette d

composite bridges'.

SR 2L / s.2.2 Design Loads

-- C. O.I * The design loads shall be in accordance with BS 5400, part 2. 'Specification for loads'.

OR Se L .. - --the number nf units for type HD loading shall be 37th for the Rcgional Trunk Road Network.

;i t ..... 83 NTOONS

Approach gndients to pontoons shall not exceed a slope of I in 10 and shall normally be atC ripht anrlet t^ tte river Traffic shall he hntvrh in to a halt hefnre. dewcendilie the arrmr .:4

t J slope so that normal standards fof vertical change of slope may be waived

8.1- 8.2

Appendix VI:- Verification Of Hydraulic openings (18 Pages)

ESSENTIAL BRIDGE REHABILITATION PROJECTVerification of Hydraulic Openings for New Crossing Structures

Ite I Exiting Proposed Newi Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Stts of Wate Waterway RecommendationsNo Overtopping 2 m2

Add 9No. 900mm Dia- Cuiverts.1 1-56 Mumbwa Raise Embankment Level. River No information 0.0 5.7

Training Works.

2 1-59.1 to.13. Mumbwa 14No. New Inlets & Outlets. River No Information 6.1 6.1Training Works.

3 1,91 o uba Add iNo. 900mm Dia. Culverts. -No Information 1.8 2.41.-59.17 to.18 Mumbwa New Inlet & Outlet.

6No. New Inlets & Outlets. Backfill4 1-59.19 Mumbwa & Compact Gravel. Erosion No Information 7.6 7.6

Protection.

5 1-60.1 Mumbwa Add 2No. Double 900mm Dia. None 2.1 4.25 1-60.1 Mumbwa Culverts. Nn . .

Check Cause for Cracks. Backfill6 1-60.2 Mumbwa and Compact Gravel. River No Information 4.6 4.6

Training Works.

F7 163 Muba New Balustrade. Concrete Repair. -No Information 13.7 13.77 1-60.3 Mumbwa Scour Protection.

Add 3No. 900mm Dia. Culverts & Consider Reduction of Proposed N8 1-61.1 to.20 Mumbwa 5No. Double 900mm-D;.i. Culverts. New Waterway No information 13.4 21.7

11 No. New Inlets & Outlets

9 1-62.1 to.8 Mumbwa Add 2No. New inlets & Outlets No Information 2.5 2.5

Connect Girders. Concrete Slab10 1-62.9 Mumbwa Between Abutments, Scour No Information 19.7 19.7

Protection.

11 1-62.10 Mumbwa Concrete Repair. Make Deck No Information 46.5 46.5Drainage.


Item Status of Existing Proposed NewNo Crossing No. District Preliminary Repair Strategy Revised Repair Strategy sWaterway oWaterway Recommendations

NoII I Oetp in (ThM) 1 (M)Add 3No. Double 900mm Dia. Consider Reduction of Proposed N nomto . .

12 1-63.1 to.4 Mumbwa Culverts. Raise Embankment New Waterwa d No Information 0.8 4.7Level.

13 112 Mumbwa Raise Embankment Level. River 0.3m 1.3 1.33 1-02 Mum Training Works.

14 1-103 Mumbwa Place New Steel Panels on Deck No Information 128.8 128.8

15 1-108.2 Mumbwa Add 3No. 900mm Dia. Culverts. No Information 0.3 2.2

Erosion Protection. New Overtopping Level Appears16 1-109 Mumbwa Erostrades. 0.9m 4.6 4.6 too High; Requires

balustades.Verification

Construct INo. Double 1, 500mm17 1-111 Mumbwa Dia. Culvert. Raise Embankment None 3.5 7.1

Level.

18 1-528 Mumbwa Construct 6No. 900mm Dia. No Information 0.0 3.8Culvert.

19 2.-i Mumbwa River Training Works. No information 2.9 2.9

Occurs by Olinm20 2.-2 Mumbwa Scout F. otecAion over 55m 0.9 0.9

21 1-59.16 Chibombo Construct 2No. 1.2m x 1.2m Box No Information 1.4 2.5Culverts

22 1.-69 Kabwe Construct 3No. 900mm Dia. No Information 0.0 1.9Culverts

Construct 5No. Double 1, 200mm Consider Reduction of Proposed 11.323 1.-70 Kabwe Dia. Culverts. Raise Embankment New Waterway 0.2m 0.8 .

I Level. River Training Works.

Construct 4No. 1.2m x 1.2m Box Consider Reduction of Proposed 5.824 1.-71 Kabwe Culverts. Raise Embankment New Waterway 0.3m 0.6 .

Level.


Iteml Status of 1 Existing Proposed NewNo Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Waterway Waterway RecommendationsNo II IOvertopping (m2) Im2 1

Construct 2No. 2.0m x 2.0m Box Consider Reduction of Proposed25 1.-74 Ka piri M poshi Culverts. Raise Embankment New Waterway No Information 1.8 8.0

______ ______ ______ _____ Level. _ _ _ _ _ _ _

26 1.-99 Kapiri Mposhi Remove Damaged Wingwalls. None 20.4 20.4Backfill & Compact Gravel.

27 1-65 Mkushi Erosion Protection. Backfill & No Information 80.0 80.0Compact Gravel

28 1-66.1 Mkushi Scour Protection None 8.6 8.6

29 1-66.2 Mkushi Construct 3No. 1.5m x 1.5m Box Consider Reduction of Proposed 0.4m 1.2 6.8Culverts. Raise Embankment Level New Waterway

30 1.-67 Mkushi Construct 4No. 2.Om x 2.Om Box No Information 13.8 16.0Culverts

31 1.-68 Mkushi Backfill & Compact Gravel. River No Information 3.0 3.0Training Works.

32 1-113 Mkushi New Balustrades. No Infommation 219.5 219.5

-.

33 1-114 Mkushi New Balustrades. Backfil No Information 56.0 56.0Compact Gravel.

.. Construct 4No. 2.Om x 2.0rn Box Consider Reduction of Proposed Nolfrain511.34 1-116 Mkushi Culverts. New Waterway No u,formation 5.1 16.0

35 1-118 Mkushi Construct 2No. 1.5m x 1.5m Box No Information 0.0 4.5

36 1-119 Mkushi Construct 2No. 1.2m x 1.2m Box No Information 0.3 2.9Culverts

37 1-120 Mkushi Construct 4No. 1.2m x 1.2m Box No Information 0.0 5.8Culverts.

38 1-121 Mkushi Special Inlet & Outlet. Erosion None 7.1 7.1Protertion. River Training Works.


Item Sttus of Existing Proposed NewI Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Waterway Wtra Recommendations

IN o - Prliinr C tatg epi Overtopping J M)j

39 1-122 Mkushi Construct 1No.1 Om Span Bridge No Information 0.0

Construct 4No. 1.5m x 1.5m Box Overtopping Level Appears40 1-123 Mkushi Culverts. Raise Embankment 0.8m 17.5 26.5 too High; Requires

Level. River Training Works. Verification

41 1-124 Mkushi Construct 2No. 1.2m x 1.2m Box No Information 1.0 2.9Culverts.

42 1.-3 Serenje Backfill & Compact Gravel No Information 6.4 6.4

43 1.4 Serenje Construct 2No. 1.2m x 1.2m Box No Information 0.0 2.91-4 Srenje Culverts.

44 1.-6 Serenje Construct 3No. 1.5m x 1.5m Box No Information 0.0 6.8I .- Sernje Culverts.

45 1.-11 Serenje Backfill & Compact Gravel None 4.0 4.0

46 1-13 Serenje New Ballustrades No Information 5.9 5.9

47 1.-20 Serenje Backfill & Compact Gravel No Information 0.8 0.8

48 1-21 Serenje Add 1No. 900mm Dia. Culvert. - No Information 0.3 0.9

49 1.-22 Serenje River Training Works. 0.4m - -

50 1.-23 Serenje Backfill & Compact GravelRiver No Information 16.1 16.1Training Works.

51 1.-31 Serenje Add 2No.900mm Dia Culverts. No Information 0.3 1.6

52 1-32 Serenje Concrete Repair. Backfill & No Information 12.0 12.0Compact Gravel.

Construct 2No. 1.5m x 1 .5m Box Consider Reduction of Proposed None 0.6 5.153 1,-33 Serenje Culverts. Backfill & Compact New Waterway Nn . .

Gravel _________________


I Existing Proposed New

No Crossing No. District Preliminary Repair Strategy Revised Repair Strategy overtoppin W ) Wt2 Recommendations

Construct 2No. 1.2m x 1.2m Box54 1.34 Serenje Culverts. Raise Embankment No Information 2.6 4.5

Level. River Training Works.

55 I.-35 Serenje Raise Embankment Level. River No Information 17.0 17.01-35 Srenje Training Works.

56 1.-36 Serenje River Training Works. No Information 2.3 2.3

57 1.-37 Serenje Repair of Stone Masonry Consider Increasing Existing 0.4m 5.8 5.8

58 11-39 Serenje River Training Works. 0.1m 1.8 1.8

59 1-40 Serenje New Ballustrades 0.1m 57.6 57.6

60 1,41 Serenje Backfill & Compact Gravel No Information 2.5 2.5

61 1-42 Serenje Construct 2No. 1.5m x 1.5m Box No Information 0.0 4.5Culverts.

62 1-44 Serenje Concrete Repair. Scour Protection No Information 69.2 69.2

Construct 2No. 1 .5m x 1.5m Box Consider Reduction of Proposed N nomto . .63 I1-47 Serenje Culverts. Backfill & Compact BNew Waterway No Information 0.8 4.5

Gravel. Scour Protection

Raise Embankment Level. Erosion Overtopping Level Appears64 1,-48 Serenje Poetn.0.8m 19.9 19.9 too High; Requi'res

Protetion.Vehrifcation

Add 1No. Double 1, 200mm Dia.

65 1-53 Serenje Culvert. Raise Embankment Level. No Information 3.4 5.7River Training Works.

66 1-90 Serenje Construct 3No. 3.Om x 3.Om Box No Information 0.0 27.0Culverts.

Add 5No. Double 900mm Dia. Consider Reduction of Proposed No Information 0.8 7.267 191 Serenje Culverts. Raise Embankment New Waterway

Level. River Training Works.


Item Status of Existing Waterway P= NewNo Crossing No. District Prellminary Repair Strategy Revised Repair Strategy Overtopping (m2) Wtrwoay N Recommendations

1-176 Chipata Construct Vented Drift with 9No. Consider reducing Proposed New Inforation 3.2 20.31 1- 176 Chipata 1.5mx 1.5m Box Culverts. River WaterwayNoIfrain3203

-_ Training Works.

Repair Run-On Slab. Scour Overtopping Level seems2 1-177 Chipata Protection 1.Om 31 3.1 too high. Verificaton

Protetion,required

3 1-178 Chipata Repair Run-On Slab. 0.5m 9.2 9.2

4 1-179 Chipata Backfill & Compact Gravel. Erosion 1m 389 3.9 vertopping Lever siemsProtetion,required

5 1-161 Chipata Construct Vented Dift with 6No. 0.4m 10.3 13.51-18 Chiata 1.5m x 1.5m Box Culverts

Repair Run-On Slab. Backfill & Overtopping Level seems

6 1-182 1 Chipata Compairavel. B f&m 0.6 0.6 too high. VerificationCompat Grvel.required

Construct Vented Drift with 6No. Overtopping Level seems

7 1-182.2 Chipata 1.5m x 1.5m Box Culverts. Raise Consider reducing Proposed New 1.0m 2.5 13.5 too high. Verification

1 Embankment Level. River Training Waterway required

8 1-183 Chipata Add 3No. Double 900mm Dia. No Informaion 0.0 3.8Culverts. Raise Embankment Level. -N nomto . .

aConstruct Mo Doubankment Le i u4Overtopping Level seems

114 Ciaa Culverts. Raise Embankment Le"el. 1.0m 0.0 4.6 too high. Verificationrequired

Add 2No. Double 1, 200mm Dia. Overtopping Level seems

10 1-166 Chipata Culverts. Backfill & Compact Gravel. 1.Cm 0.6 5.2 too high. VerificationSlope Protection. River Training required

Works.

11 1-189 Chipata Construct 3No. 1. 5m x 1.5m Box No Informabon 0.0 6.8

-Culverts.

12 1-192 Chipata Repair Wing Walls No Information 6.5 6.5


I Status of Existing Waterway Proposed New

tem Crossing No. District | Preliminary Repair Strategy Revised Repair Strategy Overtopping E i ) Waterway Recommendalons

No O (v n ()-

Backill& Cmpat Gave. SourOvertopping Level seems

13 1-193 Chipata Protectionl 1 .Om 9.4 9.4 too high. VedficationProtetion,required

14 1-194 Chipata Add 1No, 900mm Dia. Culvert 0.4m 0.6 1.214 1-194 Chipata Scour Protection. 04 . .

Add 2No. 900mm Dia. Culverts. Overtopping Level seems15 1-195 Chipata Backfill CompactGravel 0.8m 4.1 5.4 too high. Verification

BakIll&CmatGae.required

16 1-196 Chipata New balustrade. Backfill & Compact 0.5m 0.8 0.8Gravel.

Add 2No. Double 900mm17 1-198.2 Chipata Dia.Culverts. Raise Embankment 0.3m 0.8 3.4

Level.__ _ _ _ _ _ _ _ _ _ _

18 1-270.1 to .3 Chipata Construct 4No. 2.0m x 2.0m Box No Information 0.0 16.0Culverts.

19 1-271.1 to. 5 Chipata Construct 4No.9i0mm Dia No Information 0.0 2.5

Construct Vented Drift 35m x 5m

20 1-273 Chipata Raise Embankment ievel. Riverts No Information 0.0 4.5

Training Works

21 1-275.1 to .6 Chipata Construct 7No. 900mm Dia.21 1251t 6 Ciaa Culverts. Backfill & Compact Gravel -No Information 0.0 4.5

22 1-276.1 to .4 Chipata Construct 3No. 900mm Dia. No Information 0.0 1.9Culverts.

23 123 Ciaa Extend Run-on Slab. Erosion 0.m0.6 0.623 1 -283 Chipata Protection. 0.5m

24 1-284.1 to .2 Chipata Construct 2No. 900mm Dia. No Information 0.0 1.3Culverts.

25 1-289.1 Chipata New Baltustrade Backfill & -No Information 103.5 103.5______ _____ _____ _____ Compact Gravel. Scour Protection _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _


fProposed NewNot | Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Status of ExisUng Waterway Waterway Recommendations

Repair Run-On Slab. Backfill & Overtopping Level seems26 1-289.2 Chipata Compact Gravel. 1.2m 3 2 3.2 too high. Verification

required

Add 1 No. 900mm Dia Culverts.27 1-291 Chipata Backfill & Compact Gravel. River 0.5m 0.3 0.9

|_ Training Works.

28 1-292 2 Chipata Construct 1 No. 900mm Dia Culvert. No Information 0.3 0.6

Construct 3No. 2.5m x 2.5m Box Consider reducing Proposed New O860 . Overtopping Level seems29 1-297 Chipata Culverts. Raise Embankment Level. Waterway 0.8m 6.0 18.8 too high. Verificaton

Scour Protection. required

30 1-301 Chipata Construct 3No.9mm Dia Culverts. . No Information 0.0 1.9Raise Embankment Level.

31 1-303.1 Chipata Constuct 4No. 2.Om x 2 Om Box Consider reducing Proposed New 1.Om 1.4 16 0 Overtopping Levei seems

1-303.1 Chipata Culverts. Raise Embankment Level Waterway too 0.0 V required

32 1-303.3 Chipata Construct Double 900mm Dia -Culverts. Backfill & Compact Gravel No Informaton 0.0 1.3

33 1-3054.2 Chipata Construct Double 900mm DiaNonfran .13Culverts. Backfill & Compact Gravel . No Information 0.0 1.3

34 1-304.3 Chipata -Construct 3No. 900mm Dia. N nomto . .Culverts. Backfill & Compact Gravel.

Add 2No. Double 900mm Dia. Overtopping Level seems

35 1-305.1 Chipata Culverts. Raise Embankment Level. 1.im 0.6 3.2 too high. Verification

River Training Works. required

Construct Vented Drift 20m x 5m36 1-305.2 Chipata with 5No. 900mm Dia. Culverts. No Informabon 0.0 3.2

Raise Embankment Level

Backill ComactGravl. SourOvertopping Level seems37 1-306 Chipata Protecfion 1 Om 0.3 0.3 too high. Verfication

Poeo required

38 1-307.3 Chipata Construct Double 900mm Dia. No Information 0.0 0.7Culverts. Backf'ill & Compact Gravel -N nOmto . .


ItmfIjStatus of Existing Waterway Proposed New1Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Waterway Recommendations

NojRpi y Rvsdey Overtopping (m ) 2M

Construct Vented Drft 20m x Sm Overtopping Level seems39 1-307.4 Chipata with 3No. 1, 200mm Dia. Culverts. l.Oin 1.1 3.4 too high. Verification

____ ___ ___ __ ____ ___ ___ ___required

40 1-308 Chipata Construct Drift 19m x 5m. Backfill & No Information40 1-308 Chipata Compact Gravel N nomto

Construct Vented Drift 1 Om x 5m41 1-309 Chipata with SNo. 900mm Dia- Culverts. No Information 0.0 3.2

Raise Embankment Level.

Rais Embnkmnt Lvel EroionOvertopping Levei seems

42 1-312 Chipata Raise Embankment Levei. Erosion 0.8m 1.4 1.4 too high. Veification

Prtcto,requiredRepair Run-on Slab. Backfill &

43 1-349 Chipata Compact Gravel. River Training No Information 1.9 1.9Works. _ _ _ _ _ _ _

44 1-350 Chipata Repair Run-on Slab. Backfill & 0.4m 1.1 1.11-350 Chipata Compact Gravel_______

45 1-143 Chadiza Construct 3No. 2.Om x 2.Om Box No Information 5.3 12.06 1-148 Chadia CCulverts.

46 1-148 Chadiza Construct No. 2.Om x 2.Om Box Consider reducing Proposed New No Information 1.8 8.0Culverts Waterway

47 4 Construct 3No. 2.5m x 2.5m Box Consider reducing Proposed New,N nomtin231.1-14 9 Chadiza Cuiverts WaterwayNoIfrain231.

48 1-200 Chadiza Backfill & Compact Gravel No Information 11.7 11.7

49 1-202 Chadia Construct 2No. 900mm Dia. No Information 0 0 1.31-20 Chaiza Culverts.

50 1-204 Chadiza Construct Vented Drift 20m x 5m No Information 0.0 2.5with 4No. 900mm Dia. Culverts.

51 1-218 | Chadiza Repair Run-on Slab. Backfill & 1.5m 7.1 7.1Compact Gravel

52 1-221.1 Chadiza Construct 2No. 900mm Die oIfrato . .Culverts. Backfiii & Compact Graveil oIfrato . .


Item I Status of Existing Waterway' Proposed NewNo Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Overopping (2) j Waterway J Recommendations

53 1-221.2 Chadiza Construct 2No. 1.5m x 1.5m Box No Information 0.0 4.51-2212 Chdtza Culverts

54 1-221 3 Chadiza Construct 2No. 1 .5m x 1.5m Box . No Information 0.8 4.5Culverts

Construct 1 No. 900mm Dia Culvert55 1-224 Chadiza Raise Embankment Level. River No Information 0.6 0.6

Training Works.

56 1-226 Chadiza Repair Wing Walls. Backfill & No Information 12.2 12.2- Compact Gravel

57 1-233 Chadiza Erosion Protection. Backfill & No Information 15.1 15.11-23 CI,diza Compact Gravel

58 1-235 Chadiza Backfill & Compact Gravel No Information 1.3 1.3

59~. New Ballustrade. Backfill & Overtopping Level seems59 1-245 Chadiza . 1 Om 32.5 32 5 too high. Verification

Compact ____________ Gravel.____________required

60 1-246 Chadiza New Ballustrade. Backfill & .m 23.8 23.8Compact Gravel. Scour Protection 2

61 1-248 Chadiza Extend Run-on Slab. None 9.8 9.8

62 1-260 Chadiza Add 2No. 900mm Dia. Culverts. 0.3m 0.3 1.6

63 1-261 Chadiza Construct Vented Drift with Mo. No Information 1.9 18.01.5m x 1i5m Box Culverts

64 1-262 Chadiza Construct Vented Drift 25m x 5m No Information 0.0 6.8d with 6No. 1, 200mm Dia. Culverts.

6.5 1-263 Chadiza Construct Vented Drift 25m x 5m No Infomation 0.0 6.865 1-263 Chadiza ~with 6No. 1, 200mm Dia. Culverts. -N nomto . .

Construct 3No. Double 900mm Dia.66 1-264.1 to.4 Chadiza Culverts. Vented Dnft 20m x 5m No Information 0.0 5.7

vAith 6No. 900mm Dia.Culverts.


Item'CosnN.1 Statu of Existing Waera Proposed NewCrossing No. District PrelIminary Repar Strategy Revised Repair Strategy Overtopping (Mn2 Wtra Recommendations

Repair Run-on Slab Erosion67 1-371 Chadiza Protection. Backfill & Compact 05m 3.4 3.4

Gravel. River Training Works.

68 1-374 Chadiza Erosion Protection. Backfill & 03 . .68 1-374 Chadiza Compact Gravel 0.3m 1.9 1.9

Construct Vented69 1-380 Chadiza Drift25x5m,6No.900mm Dia. No Information 1.9 3.8

-Culverts, Erosion Protection

Construct Vented Drft 20m x 5m70 1-382 Chadiza with 6No. 900mm Dia. Culverts. No Information 0.0 3.8

Scour Protection

71 1-396 Chadiza Backfill & Compact Gravel. Scour No Information 34.4 34.4Protecon.

72 1-314.1to.6 Nyimba Construct INo. Double 900mm Dia. No Informaton 4.2 5.-Culvert. Backfill & Compact Gravel.

73 1-315 Nyimba Construct Vented Dritt 40m x 5m No Information 0.0 3.81-315 Nimba vwth MNo. 900mm Dia. Culverts.

74 1-316.1to t1 Nyimba Install 8No. 900mm Dia.Culverts No Information 3.7 8.8

75 1-318.2 to.9 Nyimba River Training Works. No Information 2.6 2.6

76 1-318.10 Nyimba Scour Protection 0.3m 9.2 9.2

Install 4No. 1.2m x 1.2m Box Overtopping Level seems77 1-318.19 Nyimba 1.Om 0.8 5.8 too high. Verification

Culverts rtequired

78 1-318.20 Nyimba Repair Run-on Slab No Information 9.4 9.4

79 1-321 Nyimba Replace Brdge Deck None 3.6 3.6

80 1-323 Nyimba Install Dnft 20m x 5m - No Informabon 0.0


[Item1 Status of Existing Waterway Proposed NewNo Crossing No. District Preliminary Repair Strategy Revised Repair Strategy Overtopping E n Waterway Recommendations

Overtopping Level seems

81 1-324 Nyimba Install Dlft 20m x Sm 1.0m 0.0 too high. Verification

I -required

82 1-325 Nyimba Scour Protection None 20.5 20.5

Install 4No. 900mm Dia. Culverts.

83 1-326. 0 to.13 Nyimba Vented Drift 20m x 5m with 3No. No Information 0.0 4.5

900mm Dia. Culverts

84 1-330.1 Lundazi River Training Works. None 16.0 16.0

85 1-331.1 Lundazi Scour Protection No Information 5.1 5.1

86 1-331.8 Lundazi Backfill & Compact Gravel. River No 0.3 0.3

Training Works.

87 1-356 Katete Backfill & Compact Gravel. River No Informaton 2.3 2.3

Training Works.

Replace Bridge Deck.Backfill &

88 1-357 Katete Compact Gravel.River Training None 200 20 0

-_ _ Works.

89 1-359 Katete New Ballustrade. Backfill & No Information 51.8 51.8

Compact Gravel. Scour Protection

90 1-360 Katete Repair Wing Wall.Backfill & No Information 39.7 39.7

Compact Gravel Scour Protection

Install 5No. 900mm Dia. Culvert &91 1-363.1 to. 6 Katete INo. Double 9OOmm Dia. Culverts. No Information 0.0 4.5

Install Vented Dift 20m x 5m with

92 1-364.2 Katete 4No 900mm Dia. Culverts. Raise No Informaton 0.0 2.5

Embankment Level

Install Vented Drift 20m x 5m with

93 1-364.3 Katete 4No. 900mm Dia. Culverts. Raise No Information 0.0 2.5

Embankment Level

94 1-361 Katete install 4No. 2.5m x 2.5m Box Consider reducing Proposed New 0.4m 2.2 25.01-6. aee Culverts Waterway

95 1-366.2 Katete Install Drift 30m x Sm No Information 0.0

96 1-398 Petauke Raise Embankment Level. No Information


Item Crossing 1JTEitng;wtra Proposed NewN No. District Preliminary Repair Strategy Revised Repair Strategy Status of Existi[ Waterway Waterway | Recommendations

No______No.____ jjovertopping j (mn) M

1 2-50 Nchelenge Construct New 15m Bridge Construct New 15m Bridge. Allow None 53.3 61.5 Topo. Survey Requiredfor 1 Onm Freeboard

Construct New 4No. 1 .5m x 1 .5m Construct New 4No. 1 .5m x 1 .5m2 1-409 Kawambwa Box Culvert. Raise 500m Approach Box Culvert. Raise 500m Approach No Information 16.9 25.9 Topo. Survey Required

Embankment by 0.5m Embankment by 0.4m

3 1-410 Kawambwa Raise Level of Road Section Raise Level of Road Section Occurs In Low- 4.5 4.5Between Existing Culverts Between Existing Culverts by 0.3m level Sections

4 1J418 Kawambwa Repairworks have no effect on No Information 9.1 9.14 Hydraulic Condition of Structure

5 1-1 aaba Repairworks have no effect on -No Information 5.1 5.15 1-419 Kawambwa Hydraulic Condition of Structure

Construct 5No. Twin 900mm Dia. Construct 6No. Tripple 900mm Dia.

6 1-420 Kawambwa Culverts. Raise 500m Approach Culverts. Raise 500m Approach No Information . 10.4 11.5

Embankment Li 0.7m Embankment by 0.4m

Replace Damaged 1No. 1.2m Dia. Replace Damaged INo. 1.2m Dia.

7 1-421 Kawambwa Culvert with 1 No. 1.2m Dia. Raise Culvert with 2No. 1.2m Dia. Raise No Information 4.0 5.2

Embankment Level to Min. Cover Embankment Level to Min. Cover

Construct 2No. Twin 900mm Dia. Construct 2No. Twin 900mm Dia.

8 1-422 Kawambwa Culverts. Replace 3No. 900mm Culverts. Replace 3No. 900mm No Information 1.9 2.5Dia. Culverts. Raise 700m Dia. Culverts. Raise 700mApproach Embankment by 0.2m Approach Embankment by 0.2m

9 1424 Kawambwa Repairworks have no effect on No Information 4.4 4.4- a Hydraulic Condition of Structure t.4


Item Crossing PSrtg eie earSrtg Status of Existing Waterway Proposed New1 2___No No. District Preliminary Repair Strategy Revised Repai Strategy Ovetopping (m) Waterway Recommendations

Replace ItNo. 1.2m Dia. with 2No. Replace 1 No. 1.2m Dia. with 2No.l

10 1-425 Kawambwa 1.2m Dia. Raise Level of Road 1.2m Dia. Raise Level of Road No Information 1.1 2.3

Section Between Existing Culverts Section Between Existing Culverts

Replace iNo. 3.6m Arch with 2No. Replace INo. 3.6m Arch with 2No.

11 1428 Kawambwa C.m x 3COm Box Culvert. Raise 3COm x 3COm Box Culvert. Raise NoIfrain741.Tp.SuvyRqre11 1-428 Kawambwa Level of Road by 0.7m Section Level of Road by 0.7m Section No Information 7.4 12.0 Topo. Survey Required

Between Culverts Between Culverts

12 1-544 ZAWA Construct lNo. Twin 1.2m Dia. Construct INo. Tripple 1.2m Dia. No Information 2.3 3.4Culvert Culvert

Replace 4No. 1.2m Dia. Culverts Replace 4No. 1.2m Dia. Culverts Occurs by 0.3m

13 1-433 Mwense with 4No. 1.2m Dia. Culverts- Raise with 4No. 1.2m Dia. Culverts. Raise Over Crossing 18.9 18.9200m Approach Embankment by 200m Approach Embankment by Structure0.3m 0.3m

Replace 2No. 1.5m Dia. Culverts Replace 2No. 1.5m Dia. Culverts l

14 1-436 Mwense with 2No. 1.5m x 1.5m Box Culvert, with 2No. 1 .5m x 1.5m Box Culvert, Over Crossing 6.6 7.5Raise 220m Approach Raise 220m Approach StructureEmbankment by 0.2m Embankment by 0.2m

Replace 1No. 1.8m Dia. & 1No. Replace INo. 1.8m Dia. & 1No.

15 1-439 Mwense 900mm Dia. with 3No. 2.Om x 2.0m 900mm Dia. with 3No. 1 .5m x 1 .5m No Information 3.2 6.8 Topo. Survey Required

Box Culverts Box Culverts

Construct 5No. Twin 1.2m Dia. Construct 5No. Twin 1.2m Dia. Occurs by 1.5m

16 1-441 Mwense Culverts. Raise 250m Approach Culverts. Raise 250m Approach Over Crossing 1.9 11.3

S-'m3nkment by 1.5m Embankment by 0.5m Structure

Construct New 15m Bridge. Raise Construct New 15m Bridge. Raise Occurs by r O

17 2-52 Mansa 100m Approach Embankment by 100m Approach Embankment by Crossing 3.5 21.0 Topo. Survey Required

1 .5m 0.5m Structure __

Construct New 15m Bridge. Raise Construct New 15m Bridge. Raise Occurs by 0.5m

1 B 2-54 Mansa 1 00m Approach Embankment by 100m Approach Embankment by or 0.8m Over 19.6 25.5 Topo. Survey Required1.5m0.5mCrossing

1.5m 0.5m Structure

Construct New 12m Bridge. Raise Construct New 15m Bridge. Raise Occurs by 0.4m

19 2-55 Mansa 700m Approach Embankment by 700m Approach Embankment by or0.5m Over 12.0 15.6 Topo. Survey Required

0.7m 0.5m Crossing

I2I Structure Sma yaiCdioStdeonm tn.2

20 1-442 Samtya Repairworks have no effect on -No Information 2.3 2.3Hydraulic Condition of Structure


9 -

NoDistrict Preliminary Repair Strategy Revised Repair Strategy Se tof E at2 w Waterway i Recommendations

Construct 5No. 900mm Dia. Cunsverts Raise SOrn Apprach Occurs by 0.3m

21 1-443 Samfya Culverts. Raise 500m Approach Culvesk Rasbe 5005m Apdpd Low- Over Crossing 3.2 3.2

Embankment by 0.5m level Concrete Drft Structure

Raise 30rm Approach Construct 2No. 900mm Dia.22 1445 Samfyaulverts. Raise 300m Approach No Information 0.0 1.3

22 1445 Samf'a mbanmen by 0GmEmbankment by 20Gm

Construct 4No. Twin 1.2m Dia. Construct 6No. Twin 1.2m Dia. Occurs by 0.5m

23 1-446 Samfya Culverts. Raise 1km Approach Embankment by 0.7m Add Low- Over Crossing 9.1 13.6

Embankment by 1 .5m level Conkeete Drifts Structure

Construct 2No. Twin 900mm Dia. Construct 3No. Twin 900mm Dia. Occurs by 0.3m

24 1-447 Samfya Culverts. Raise 250m Approach Culverts. Raise 250m Approach Over Crossing 1.5 5.3

Embankment by 0.5m Embankment by 0.3m Structure

Construct 2No. 1.2m Dia. Culverts. Construct 3No. 1.2m Dia. Culverts. Occurs by 0.2m

25 1-449 Samfya Raise 250m Approach Raise 250m Approach Over Crossing 2.3 3.4


Construct 5No. 900mm Dia. Construct 5No. 900mm Dia. Occurs by 0.3m

26 1-450 Mansa Culverts. Raise 250m Approach Culverts. Raise 250m Approach Over Crossing 6.4 12.0


27 1-511 amya Raise 250m Approach Raise 250m Approach . N nomto . .27 1-451.1 Samfya Embankment by 0.5m Embankment by 0.5m No Information 3.2 3.2

28 1-451.2 Samfya Raise 100m Approach Raise 00Om Approach No Information 1.3 1.3Embankment by 0O5m Embankment by 0.5m

Construct 2No. 2.Om x 2.Om Box Construct 2No. 2.0m x 2.Om Box Occurs by 0.3m

29 1-452 Samfya Culverts. Raise 800m Approach Culverts. Raise 800m Approach Over Crossing 0.9 24.0 Topo. Survey Required

Embankment by 0.5m Embankment by 0.5m Stnucture

Construct 2No. Twin 1 .Sm x 1.5m Construct 2No. Twin 1 .Sm x 1.5m Occurs by 0.2m

30 1-453 Samfya Box Culverts. Raise 1km Approach Box Culverts. Raise 1km Approach Over Crossing 5.1 9.0 Topo. Survey Required



Item Crossing nStatsOf Existing Proposed New

No District Preliminary Repair Strategy Revised Repair Strategy S Waterway Waterway Recommendations

1 1-458 Chinsali Repairworks have no effect on Nn 2. 2.Hydraulic Performance of Stucture None 120.4 120.4

Construct New 2No. 1.5m x 1.5m Construct New 2No. 1.5m x 1 .5m Occurs by 0.3m

2 1-459 Chinsali Box Culvert. Raise 150m Approach Box Culvert. Raise 150m Approach Over Crossing 0.6 4.5


3 16Repairworks have no effect on -

3 1-467 Nakonde Hydraulic Performance of Structure None 7.3 73

4 1-468 Isoka Repairworks have no effect on Occurs by 0.5mHydraulic Performance of Structure Over Crossing 22.8 22.8

Structure

Raise 60m Approach Embankment Raise 60m Approach Embankment Occurs by 0.2m

5 1-471 Mporokoso by 0O5m by 0.5m Over Crossing 12.6 12.6Structure

6 1-472.1 Mporokoso Raise 60m Approach Embankment Raise 60m Approach Embankment None 23.3 23.3by 0.3m by 0.3m

7 1472.2 Mporokoso Repairworks have no effect on None 3.7 3.7

Hydraulic Performance of Structure

Construct 4No. 2.Om x 2.Om Box Construct 4No. 2.Om x 2.Om Box

8 1-474 Mporokoso Culverts. Raise 100m Approach Culverts. Raise 100m Approach None 16.5 16.0 ropo. Survey Required


Raise 10Cm Approach Raise 10Cm Approach Occurs by 0.2m9 1-475 Mporokoso Over Crossing 4.5 4.5

Embankment by 0.2 - 0.4m Embankment by 0.2 - 0.4m Structure

Raise 70m Approach Embankment Raise 70m Approach Embankment Over Crossing 7.3 7.3

10 1-490.1 Mpika by 0.5m by 0.5m Ovtr Ctresig7.

- ~Structure .

Raise 120m Approach Raise 12Cm Approach Occurs by 0O5m11 1-490.2 Mpika Embankment by 0pom Embankment by 0.5m Over Crossing 0.6 0.6

Structure

12 1-491 Mbala Repairworks have no effect on Nn . .12 1-491 Mbala Hydraulic Performance of Structure Nn . .

ESSENTIAL BRIDGE REHABILITATION PROJECT

Verification of Hydraulic Openings for New Crossing Structures

Existing Proposed New

C rssing District Preliminary Repair Strategy Revised Repair Strategy Status of Waterway Waterway Recommendations

Construct 2No. 2.Cm x 2.Om Box Construct 2No. 2COm x 2.Om Box Occurs by 0.2m

13 1-492.1 Mbala Culverts. Raise 50m Approach Culverts. Raise 50m Approach Over Crossing 5.4 8.0


Construct 2No. 1.2m Dia. Culverts. Construct 2No. 1.2m Dia. Culverts.

14 1492.2 Mbala Raise 50m Approach Embankment Raise 50m Approach Embankment None 1.2 2.3

by 0.5m by 0.5m

15 1-492.3 Mbala Construct 1 No. 2.Om x 2.Om Box Construct 1 No. 2.Om x 2.Om Box None 1.2 4.015 1423 Maa Culvert. Culvert. Nn . .

16 1-492.4 Mbala Construct 3No. 2.Om x 2.Om Box Construct 3No. 2.Om x 2.Om Box No Information 1.9 12.0 Topo. Survey Required

Culverts. Culverts.

Construct 4No. 2.0m x 2.Om Box Construct 4No. 2.Om x 2.Om Box Occurs by 0.5m

17 2493.1 Mbala Culverts. Raise 5Sm Approach Culverts. Raise 50m Approach Over Crossing 11.4 16.0 Topo. Survey Required

Embankment by 1 .m Embankment by 0.5m Structure

18 2-495 Nakonde Hydrautic Performance of Structure No Information 19.3 19.3 Topo. Survey Required

Construct 4No. 2.Om x 2.Om Box Construct 5No. 2.Om x 2.Om Box

19 1-500 Nakonde Culverts. Raise 200m Approach Culverts. Raise 200m Approach None 20.0 20.0 Topo. Survey Required


Construct 2No. Twin 2.Cm x 2.Om Construct 2No. Twin 2.Om x 2.Cm

20 1-502 Kaputa Box Culverts. Raise 130m Box Culverts. Raise 130m No Information 0.6 16,0

Approach Embankment by 0.5m ,- Approach Embankment by 0.5m

21 1-503 Kaputa Construct 2No. 1.2m Dia. Culverts. iConstruct 2No. 1.2m Dia. Culverts. No Information 0.9 * 1.1

Construct 3No. Tripple 1 .2m Dia., Construct 3No. Tripple 1 .2m Dia.,

22 1-504 Kaputa INo. 1.2m Dia. & INo. 900mm Dia |1No. 1.2m Dia. & 1No. 900mm Dia No Information 2.4 8.6

Culverts. Culverts.

Construct 6No. 2.4m x 2.4m Box Construct 6No. 2.4m x 2.4m Box Occurs by 1 .Om

23 1-505 Kaputa Culverts. Raise 25Cm Approach Culverts. Raise 25Cm Approach Over Crossing 26.0 34.6 Topo. Survey Required

Embankment by 1 .Cm Embankment by 0.5m Structure

Construct 6No. 2COm x 2COm Box Construct 6No. 2.Om x 2COm Box Occurs by 1.6m24 1-506 Kaputa Cons . Cons . Over Crossing 2.5 24.0 Topo. Survey Required

15p C u . m .s t 9 Dia_________ No_________________________ Str mcture 0.0_________ _ 2__ 5_ _--__Stuctur

25 158 Kaputa Construct 4No. 900mm Dia. Construct 4No. 900mm Dia. No Information 0.0 2.5Culid. uverts.

ESSENTIAL BRIDGE REHABILITATION PROJECT

Verification of Hydraulic Openings for New Crossing Structures

Ite Crssn Stat -- Existing Proposed NowItem Crossing District Preliminary Repair Strategy Revised Repair Strategy tatus Waterway Wateroay Recom ndations

No No. Strateg Overtopping (MI (MIR)omndtin

26 1-509 Kaputa Construct 2No. Twin 900mm Dia. & Construct MNo. Twin 900mm Dia. & N nomto . .

26 1-509 Kaputa 2No. 1.2m Dia. Culverts. 2No. 1.2m Dia. Culverts. No Information 0.0 4.8

Construct 2No. 900mm Dia., 11 No. Construct 2No. 900mm Dia., 11 No.

27 1-510 Kaputa Twin 900mm & 2No. 1.2m Dia. Twin 900mm & 2No. 1.2m Dia. No Information 0.6 17.5

Culverts. Culverts.

28 1-451.2 Luwingu Construct 2No. 2.Om x 2.Om Box Construct 2No. 2.0m x 2.0m Box None 2.3 8.0Culverts. Culverts.

Construct 3No. 2.0m x 2.Om Box Construct 3No. 2.Om x 2.Om Box Occurs by 0.2m

29 1-517 Mungwi Culverts. Raise 250m Approach Culverts. Raise 250m Approach Over Crossing 17.8 24.0 Topo. Survey Required


30 1-518.1 Mungwi Repairworks have no effect on None 43.8 43.8Hydraulic Performance of Structure

31 1-518.2 Mungwi Repairworks have no effect on None 70.1 70.1

3Hydraulic Performance of Structure

Construct Additional 2No. 1.2m Construct Additional 2No. 1.2m Occurs by 0.5m

32 1-520 Mungwi Dia. Culverts. Raise.20')m Dia. Culverts. Raise 250m Over Crossing 4.7 7.0

Approach Embankment by 0.5m Approach Embankment by 0.5m Structure

33 1-525 Mungwi Construct 2No. 1.5m x 1.5m Box Construct 2No. 1.5m x 1.5m Box No Information 0.6 4.5

1-525 Mungw Culverts. Culverts.

34 2-65 Isoka Repairworks have no effect onNoIfratn191.Hydraulic Performance ofStructure N nomto 91.

Appendix VIl:Additional Investigations (2 Pages)

Essential Bridge Rehabilitation Project (EBRP) - Region l: Central, Eastern, Northern and Luapula Provinces

ADDITIONAL INVESTIGATIONSTopographical Survey and Hydrological and Geotechnical investigations:

I Central ProvinceItem No District Topograhical Survey Hydrogyani Geotechnical Investigations

1-71 Kabwe1-122 Mkushi1-116 Mkushi1-123 Mkushi1-67 Mkushi1-66.2 Mkushi1-120 Mkushi1-06 Serenje

-69 Kabwe Hydrogical Investigations1-70 Kabwe1-74 Kapiri Mposhi1-119 Mkushi1-124 Mkushi1-118 Mkushi1-108.2 Mumbwa1-56 Mumbwa1-63.1 Mumbwa1-63.2 Mumbwa1-528 Mumbwa1-111 Mumbwa1-59.16 Mumbwa1-31 Serenje1-21 Serenje1-91 Serenje1-53 Serenje1-34 Serenje1-47 Serenje1-04 Serenje1-33 Serenje1-42 Serenje

2 Eastern ProvinceItem No District Topograhical Survey Hydrogy and Geotechnical Investigations

1-204 Chadiza1-261 Chadiza1-380 Chadiza1-382 Chadiza1-262 Chadiza1-263 Chadiza1-264.1/4 Chadiza1-143 Chadiza1-149 Chadiza1-176 Chipata1-181 Chipata1-182.2 Chipata1-273 Chipata1-305.2 Chipata1-307.4 Chipata1-309 Chipata1-297 Chipata1-303,1 Chipata1-364.2 Katete1-364.3 Katete1-365 Katete1-366.1 Katete1-315 Nyimba1-326.10/13 Nyimba

Essential Bridge Rehabilitation Project (EBRP) - Region I: Central, Eastern, Northem and Luapula Provinces

Eastern ProvinceItem No District1-148 Chadiza Hydrogical Investigations1-221.3 Chadiza1-221.2 Chadiza1-198.2 Chipata1-183 Chipata1-305.1 Chipata1-184 Chipata1-186 Chipata1-189 Chipata1-270.1/3 Chipata1-318.19 Nyimba

3 Northern Provincet No District1-506 Kaputa Topograhical Survey Hydrogy and Geotechnical Investigations

1-474 Mporokoso1-476 Mporokoso1-492.4 Mbala1-493.1 Mbala1-500 Nakonde1-505 Kaputa

1-459 Chinsali Hydrogica! Investigatieirs1-508 Kaputa1-510 Kaputa1-503 Kaputa1-504 Kaputa1-509 Kaputa1-507 Kaputa1-512 Luwingu1-492.2 Mbala1-492.1 Mbala1-492.3 Mbala1-502 Mbala1-520 Mungwi1-519 Mungwi1-521.1 Mungwi1-521.2 Mungwi1-498 Nakonde1-525 Nakonde

4 Luapula ProvinceDistrict

2-50 Nchelenge Topograhical Survey Hydrogy and Geotechnical Investigations

2-52 Mansa2-54 Mansa1-436 Mwense1-409 Kawambwa1-428 Kawambwa1-439 Mwense1-452 Samfya

1-453 Samfya1-420 Kawambwa Hydrogical Investigations1-421 Kawambwa1-441 Mwense1-450 Samfya1-443 Samfya1-447 Samfya1-449 Samfya1-446 Samfya1-544 Zawa2-55 Mansa Hydrological and Geotechnical Survey

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