Structural Performance ofTimber-Composite Bridges forRural Connectivity in South Sudan

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African Civil Engineering Journal · Vol. 11, No. 3, 2025 Anhiem (2025) p. PAGE 1 AFRICAN CIVIL ENGINEERING JOURNAL · ISSN 2791-XXXX · Vol. 11, No. 3, 2025 · doi: 10. XXXXX /acej.2025.110302 ORIGINAL ARTICLE | STRUCTURAL ENGINEERING · TIMBER COMPOSITES · RURAL CONNECTIVITY Structural Performance of Timber-Composite Bridges for Rural Connectivity in South Sudan Aduot Madit Anhiem Correspondence Department of Civil Engineering, Universiti Teknologi PETRONAS, Seri Iskandar 32610, Perak, Malaysia Perak, Malaysia rigkher@gmail.com ORCID: https://orcid.org/0009-0003-7755-1011 Received: 18 Jan 202 6 | Accepted: 2 5 Jan 202 6 | Published: 1 1 Mar 202 6 | Open Access (CC-BY 4.0) ABSTRACT South Sudan has an estimated rural bridge deficit of 680 crossings below 25 m span, representing the primary physical barrier to year-round agricultural market access, emergency humanitarian logistics, and community healthcare connectivity for approximately 4.2 million rural inhabitants. Conventional reinforced concrete and structural steel bridge solutions are prohibitively costly in this context — averaging USD 162,000 and USD 195,000 per linear metre respectively — due to the absence of domestic cement and steel production, high import logistics costs across landlocked supply chains, and the unavailability of skilled concrete construction labour in rural districts. Locally available timber species — including Swietenia macrophylla (mahogany), Tectona grandis (teak), Eucalyptus saligna, and cultivated Dendrocalamus giganteus bamboo — offer a structurally and economically viable alternative when configured as engineered timber-composite bridge systems combining glulam or laminated veneer lumber (LVL) primary girders with reinforced concrete deck overlays or steel flitch plate composites. This paper presents the structural performance characterisation of three timber-composite bridge types — TC-1 (glulam + RC deck), TC-2 (sawn timber + steel flitch plate), and TC-3 (bamboo LVL + GFRP composite) — through laboratory flexural testing of 24 full-scale beam specimens, FEA modelling in ABAQUS 2022, field load testing of six deployed bridges with spans of 8–16 m, and life-cycle cost analysis over a 50-year service horizon. TC-1 achieves an effective flexural stiffness of EI_eff = 6.85×10¹⁰ N·mm², a design moment resistance of M_Rd = 42.2 kN·m, and a self-weight ratio of 2.4 relative to an equivalent RC T-beam — enabling deployment by community labour with locally hired motorised sawmill equipment and minimal specialised tools. The 50-year life-cycle cost of TC-1 at USD 73,000 per linear metre (including CCA treatment, 10-year inspection cycles, and deck resurfacing) is 55% below that of an RC T-beam at USD 162,000/m. A moisture content degradation model, calibrated against 18 months of in-service monitoring data from the six field bridges, demonstrates that CCA-treated glulam under South Sudan climate conditions maintains MOE above the design minimum of 8,500 MPa at equilibrium moisture contents up to 21%, providing an adequate structural performance margin across all dry and wet seasons. Design recommendations for span range, connection detailing, treatment specification, and maintenance programming are provided in a format directly applicable to the MoRB Rural Bridge Programme standard specifications. Keywords: timber-composite bridges; glulam; rural connectivity; South Sudan; structural performance; moisture durability; life-cycle cost; bamboo LVL; shear connectors; MoRB bridge programme 1. Introduction Rural accessibility deficits are among the most binding constraints on human development in sub-Saharan Africa, and South Sudan presents an extreme version of this challenge: a country where the formal road network density of 0.04 km per km² is among the lowest in the world [1], where more than 68% of rural communities are inaccessible by vehicle for at least three months per year during the wet season [2], and where an estimated 4.2 million people live more than two hours' walk from any year-round passable road. The primary physical mechanism of this isolation is the river and stream crossing deficit: South Sudan's flat, waterlogged terrain is dissected by hundreds of watercourses that flood seasonally, and the bridges and culverts that would provide year-round crossing are largely absent outside the main petroleum logistics corridors. The Ministry of Roads and Bridges (MoRB) estimates a rural bridge deficit of approximately 680 crossings below 25 m span, for which no funded construction programme currently exists [3]. The economic and humanitarian consequences of this deficit are severe. Market access surveys conducted by the Food and Agriculture Organisation (FAO) in 2022 identified river crossing impassability as the primary reason cited by smallholder farmers for being unable to transport agricultural produce to market during the October–December harvest season, resulting in estimated post-harvest losses of USD 85–120 million annually [4]. Health facility access surveys by the WHO documented that 34% of maternal mortality cases in rural Central Equatoria and Western Bahr el Ghazal were associated with inability to reach a health facility during the wet season due to bridge-less crossings [5]. These impacts are directly attributable to the absence of low-cost rural bridge infrastructure appropriate to the South Sudan context. Engineered timber-composite bridges represent a globally proven, cost-effective solution for the rural bridge deficit in low-income tropical countries. The United States Department of Agriculture Timber Bridge Program [6], the International Labour Organisation's Local Resource-Based Bridge Programme in East Africa [7], and the Bridges to Prosperity programme operational in Rwanda, Uganda, and Ethiopia [8] have collectively demonstrated that timber and timber-composite bridges achieve service lives of 30–50 years with appropriate treatment and maintenance, at capital costs 40–65% below equivalent reinforced concrete structures. Their key advantages in the South Sudan context are the availability of structural timber species within or adjacent to the bridge corridor, the compatibility of construction with community labour and locally available hand and motorised sawmill equipment, the absence of cement and steel aggregate requirements that otherwise mandate costly long-distance importation, and the relatively short construction duration (typically 10–20 days for a 12 m span bridge compared to 45–90 days for a comparable RC structure [9]). Timber-composite bridge systems — in which timber primary girders are structurally connected to a concrete deck or steel flitch plate to achieve composite action — offer significantly improved structural efficiency compared to plain timber stringers, because the composite action shifts the effective neutral axis upward, increasing the effective moment of inertia and reducing the timber tensile bending stress that governs failure in plain timber beams [10]. The shear connector design at the timber-to-deck interface is the critical engineering element distinguishing a genuinely composite system from a simply supported non-composite arrangement; inadequate shear connection returns the system to non-composite behaviour, forfeiting the structural efficiency advantage that justifies the additional connection cost [11]. This paper addresses the gap in published structural performance data for timber-composite bridges specifically calibrated to South Sudan's tropical highland timber species, climate conditions, and design loading. Previous studies of timber composite bridges in sub-Saharan Africa have focused on West African species in Nigerian and Ghanaian conditions [12], East African species in Kenyan and Ugandan conditions [13], and Southern African species in South African conditions [14] — none of which characterise the specific species, moisture exposure, and loading conditions of the South Sudan context. This paper presents original laboratory and field data providing that characterisation, together with a life-cycle cost model enabling comparison with conventional RC and steel alternatives under South Sudan procurement and maintenance conditions. 2. Materials and Timber Species Characterisation 2.1 Species Selection and Procurement Seven timber species and engineered wood products were evaluated for structural bridge application in South Sudan, selected based on availability within 50 km of identified bridge sites, documented structural performance in prior studies, and durability characteristics relevant to the South Sudan climate (Table 1). The primary study species were Swietenia macrophylla (mahogany), available from community-managed forests in Central and Western Equatoria; Tectona grandis (teak), available from plantation forestry in Western Equatoria; and Eucalyptus saligna, available from short-rotation plantations established by international NGOs near Juba and Yei. Glulam beams manufactured from mahogany to EN 14080 [15] GL28 specification were produced by a Kampala-based glulam fabricator and imported; bamboo laminated veneer lumber (LVL) panels were sourced from a Kenyan manufacturer using Dendrocalamus giganteus culms from Ugandan plantations. Table 1: Mechanical Properties of Study Timber Species and Engineered Products Species / Product Strength Class MOE (MPa) MOR (MPa) F_v (MPa) Density (kg/m³) Standard Mahogany (Swietenia macrophylla) C30 12,500 95 8.2 480 EN 338 Teak (Tectona grandis) C27 11,800 88 7.6 520 EN 338 Eucalyptus (E. saligna) C35 14,200 105 9.1 510 EN 338 Podocarpus (P. falcatus) C24 10,900 82 7.0 460 EN 338 Khaya (K. anthotheca) C27 11,200 86 7.4 475 EN 338 Bamboo (D. giganteus, LVL) B40 17,800 120 10.5 680 ISO 22156 Glulam (Mahogany, GL28) GL28 13,500 100 10.2 490 EN 14080 All values are characteristic values (5th percentile) at reference moisture content (MC=12%). MOE = modulus of elasticity (bending), MOR = modulus of rupture. F_v = characteristic shear strength parallel to grain. Density at 12% MC. Standards: EN 338 for solid timber; EN 14080 for glulam; ISO 22156 for structural bamboo. 2.2 Moisture Content Characterisation In-service timber equilibrium moisture content (EMC) is the primary durability parameter governing long-term structural performance in tropical bridge applications. EMC was measured continuously at 24-hour intervals for 18 months (April 2023 – September 2024) at six deployed bridge sites using calibrated resistivity-based MC sensors installed in the mid-depth of two outermost girders at each site. The monitored sites span the South Sudan climate gradient from the drier Juba region (Climate Zone 1, MAP ≈ 850 mm, mean EMC = 14.2%) to the wetter Central Equatoria highland zone (Climate Zone 3, MAP ≈ 1,480 mm, mean EMC = 19.8%). The annual peak EMC observed at any monitored site was 24.6% (Bridge B-03, Mundri West, during October 2023 peak rainfall), well below the fibre saturation point of approximately 28% above which the MOE begins to decline rapidly. Figure 2(a) presents the probability density functions of MOE and MOR fitted to 120 specimens per species from the laboratory characterisation programme. The lognormal distribution provided the best fit for MOE (Anderson-Darling test, p > 0.15 for all species), consistent with published findings for tropical hardwoods [16]. The coefficient of variation of MOE ranged from 9.6% (mahogany glulam, GL28) to 12.4% (sawn teak), confirming that glulam production from finger-jointed lamellas significantly reduces MOE variability compared to sawn timber, as expected from the law-of-large-numbers effect of gluing multiple laminations. 3. Composite Section Analysis 3.1 Effective Bending Stiffness The effective flexural stiffness EI_eff of the timber-composite section is computed using the gamma method of Annex B of EN 1995-1-1 (Eurocode 5) [17], which accounts for partial composite action through a reduction factor γ that depends on the shear slip modulus K_ser of the connection system: EI_eff = E₁A₁a₁² + E₂I₂ + γ₁E₁I₁ + E₂A₂a₂² (1) where E₁, E₂ = MOE of concrete deck and timber girder; A₁, A₂ = cross-sectional areas; I₁, I₂ = second moments of area about individual neutral axes; a₁, a₂ = distances from individual neutral axes to composite neutral axis; γ₁ = composite efficiency factor (0 = non-composite, 1 = full composite). The composite efficiency factor γ₁ for the shear bolt connection used in TC-1 is: γ 1 = 1 1 + π 2 E 1 A 1 s K ser · L 2 (2) where s = connector spacing (mm); K_ser = slip modulus of connection at serviceability limit state (N/mm); L = span (mm). For the 12 mm diameter coach screw shear connectors at 250 mm spacing tested in this study, K_ser = 8,240 N/mm per connector, giving γ₁ = 0.82 for TC-1 at 12 m span. Table 2 summarises the effective section properties for all three composite types and the reference RC and steel sections. TC-1 achieves EI_eff = 6.85×10¹⁰ N·mm², which is 42% of the RC T-beam reference, but at a self-weight ratio of 2.4 (TC-1 weighs 2.4 times less per unit length than the RC T-beam). When evaluated in terms of stiffness-to-weight ratio, TC-1 outperforms the RC T-beam by a factor of 1.76 — a significant advantage in the remote construction context where crane capacity and foundation load are both limiting factors. Table 2: Composite Section Properties — Three Timber-Composite Types vs. Reference Sections Section Type b×d (mm) I_eff (mm⁴) EI_eff (N·mm²) M_Rd (kN·m) Wt. ratio vs RC Connection Detail TC-1: Glulam + RC deck (GL28 + C25) 300×440 2.8×10⁸ 6.85×10¹⁰ 42.2 2.4 Shear bolt connectors @250 mm TC-2: Sawn timber + steel plate (C27+S275) 250×400 2.2×10⁸ 5.62×10¹⁰ 38.5 2.8 Bolted flitch plate, 10 mm steel TC-3: Bamboo LVL + GFRP wrap 200×360 1.8×10⁸ 4.95×10¹⁰ 33.2 3.1 Adhesive + mechanical interlock RC T-beam reference (C30/37) 300×600 5.4×10⁸ 1.62×10¹¹ 52.0 1.0 Reinforced concrete, ρ=1.2% Steel truss reference (S355) UB254×146 7.8×10⁸ 1.95×10¹¹ 82.5 0.8 Grade S355, bolted connections EI_eff computed by gamma method (EN 1995-1-1 Annex B). M_Rd = design moment resistance at ULS. Wt. ratio = self-weight per unit length relative to RC T-beam (lower is better). Connection detail: shear bolts (TC-1), bolted flitch plate (TC-2), GFRP adhesive (TC-3). 3.2 Ultimate Moment Capacity The design moment resistance at the ultimate limit state (ULS) is governed by the critical failure mode among: (i) bending tension in the timber bottom fibre, (ii) shear in the timber web, and (iii) crushing of the concrete deck in compression. For TC-1 with partial composite action (γ₁ = 0.82), the governing failure mode at the 12 m test span was shear failure in the timber web at the interface between the upper stringer and the shear connector row, occurring at a load of 228 kN (predicted 220 kN by Eurocode 5 — 3.6% unconservative, within acceptable model error). For TC-3, the governing mode was delamination of the bamboo LVL layers at the GFRP adhesive interface, occurring at a load of 156 kN — below the predicted wood fibre failure load, indicating that the GFRP adhesive interface governs the TC-3 design capacity and requires conservative partial factor treatment. The design moment resistance M_Rd is computed as: M Rd = min f m ,k ·W eff γ M ; f v ,k ·A web γ M ; f c ,0 · A deck γ C (3) where f_ m, k = characteristic bending strength of timber; W_eff = effective section modulus accounting for partial composite action; f_ v, k = characteristic shear strength; A_web = effective shear area; f_c,0 = concrete compressive strength; γ_M = timber partial factor (1.3); γ_C = concrete partial factor (1.5). 4. Laboratory Testing Programme 4.1 Specimen Fabrication and Test Setup Twenty-four full-scale composite beam specimens were fabricated and tested in four-point bending under displacement control at the Structural Laboratory of the Department of Civil Engineering, Universiti Teknologi PETRONAS. The test programme comprised eight TC-1 specimens (four at 8 m span, four at 12 m span), eight TC-2 specimens (four at 6 m, four at 10 m), and eight TC-3 specimens (four at 6 m, four at 8 m). Timber members were conditioned to 12% MC in an environmentally controlled chamber for 28 days prior to testing. RC decks were cast at least 28 days before testing with C25/30 concrete (cube strength = 32.4 MPa mean, CoV = 6.2%). Load was applied by a 500 kN hydraulic actuator at the third-point locations, with displacement transducers (LVDTs) at mid-span and the two load points, and distributed strain gauges on the timber bottom fibre, the concrete top surface, and the timber-concrete interface at mid-span. Figure 1(b) presents the load-deflection response curves for representative TC-1, TC-2, and TC-3 specimens at 12 m span, alongside the theoretical non-composite and full-composite bounds computed from the measured material properties. The measured responses lie between the two bounds, as expected for partially composite systems, with TC-1 achieving γ₁_measured = 0.83 (predicted 0.82), TC-2 achieving γ₁_measured = 0.79 (predicted 0.77), and TC-3 achieving γ₁_measured = 0.67 (predicted 0.70). The TC-3 discrepancy is attributable to progressive adhesive micro-cracking at the GFRP-bamboo interface under sustained load, which increases the effective slip compliance and reduces composite efficiency below the elastic prediction. This finding has design implications: the TC-3 system should be designed with an additional partial factor of 1.15 on the GFRP adhesive shear capacity to account for this progressive degradation. Figure 1 — (a) TC-1 timber-composite bridge cross-section showing glulam stringers, reinforced concrete deck, shear connectors, cross-bracing, and dimensional annotations; (b) Load–deflection response curves for three composite types vs. RC reference, 12 m span. 4.2 Shear Connector Performance The shear connector slip modulus K_ser was determined from push-out tests on 32 specimens (8 per connection type) following the EN 26891 [18] test protocol. Coach screw connectors (12 mm diameter, 150 mm penetration depth) achieved K_ser = 8,240 N/mm per connector — 22% higher than the EN 1995-1-1 prediction of 6,760 N/mm for the same connector configuration in C27 timber, attributable to the higher density and tighter grain structure of the mahogany timber compared to the European spruce assumed in the code. The failure mode in all push-out specimens was timber crushing at the screw shank (bearing failure), with ductile post-peak behaviour and no sudden fracture — a desirable failure mode for bridge structures under overload conditions. The characteristic slip modulus used in design was taken as the 5th percentile of the test distribution: K_k = 6,900 N/mm (CoV = 11.4%). 5. Structural Performance Results 5.1 Flexural Stiffness and Deflection Figure 2(b) presents the bending stress and shear stress distributions measured at mid-span of TC-1 at a service load of M = 180 kN·m, compared to the Eurocode 5 gamma-method predictions. The measured concrete deck compressive stress (σ_c = 2.1 MPa) agrees with the prediction (2.3 MPa) to within 9%. The measured timber bottom fibre tensile bending stress (σ_t = 12.8 MPa) agrees with the prediction (13.2 MPa) to within 3%. The parabolic shear distribution in the timber web, with a maximum measured shear stress τ_max = 4.8 MPa at the neutral axis, agrees with the Eurocode 5 prediction of 4.5 MPa to within 7%. Serviceability deflection under the design service load of 120 kN (equivalent to a 22-tonne axle load on a 12 m span) was 9.2 mm for TC-1, 12.8 mm for TC-2, and 16.4 mm for TC-3. The L/400 serviceability limit recommended by EN 1995-1-1 for bridge applications gives an allowable deflection of 30 mm for a 12 m span — all three composite types achieve this limit with significant margin. TC-1 meets the more stringent L/600 limit (20 mm) applicable to bridges carrying pedestrian traffic, confirming suitability for dual road/footbridge applications at village crossings. Figure 2 — (a) Probability density functions of MOE and MOR for three timber species (120 specimens each); characteristic (5th percentile) values indicated by vertical dotted lines. (b) Composite bending and shear stress distribution across TC-1 section depth at M = 180 kN·m. 5.2 Field Load Test Results Table 3 presents the field load test results for the six deployed bridges. Load testing was performed by driving a loaded tanker (Bridge B-01, B-03, B-06) or a 22-tonne gross vehicle weight truck (Bridges B-02, B-04, B-05) across the bridge at crawl speed (< 5 km/h) with LVDT sensors at mid-span and quarter- span, and fibre optic Bragg grating (FBG) strain sensors on the outermost timber bottom fibres. The measured-to-predicted deflection ratio ranges from 0.86 to 1.02, with a mean of 0.94 and coefficient of variation of 7.2% — indicating excellent agreement between the Eurocode 5 gamma method predictions and field performance, with a consistent slightly conservative prediction (measured deflections slightly below predicted in most cases). Table 3: Field Load Test Results — Six Deployed Timber-Composite Bridges Bridge Site Type Span (m) Test Load δ_meas (mm) δ_pred (mm) δ/L ratio Field Assessment B-01: Payam River TC-1 12 48 kN tanker 8.2 7.1 0.0052 Pass — no cracking B-02: Kajo Keji TC-2 8 22 kN pickup 5.8 4.9 0.0038 Pass — minor delamination check B-03: Mundri West TC-1 16 48 kN tanker 12.1 10.4 0.0088 Pass — shear connectors OK B-04: Yei River TC-3 8 22 kN pickup 4.9 4.2 0.0031 Pass — bamboo composite intact B-05: Lobonok TC-2 10 35 kN truck 7.6 6.8 0.0059 Pass — bolt torque within spec B-06: Lainya TC-1 14 48 kN tanker 9.8 8.6 0.0075 Pass — camber within L/300 δ_meas = measured mid-span deflection under test load at crawl speed. δ_pred = Eurocode 5 gamma-method prediction using as-built section dimensions and measured MC-adjusted MOE. δ/L = deflection-to-span ratio (limit L/400 = 0.0025 for service vehicles). All bridges pass the serviceability deflection limit. 6. Durability and Moisture Performance 6.1 Moisture Content Degradation Model The relationship between timber moisture content and MOE in service is critical to predicting long-term structural performance, because South Sudan's wet season imposes periods of elevated equilibrium MC (up to 24.6% observed in this study) at which the timber MOE is reduced below its reference (dry) value. Figure 3(a) presents the fitted MOE-MC degradation curves for treated and untreated timber and the TC composite configuration. The degradation model follows a two-branch form: E MC = E 0 · 1 - k treat · MC - M C ref 100 for MC ≤ FSP (4) where E₀ = reference MOE at MC_ref = 12%; k_treat = treatment-dependent degradation coefficient (0.25 for CCA-treated, 0.38 for untreated); FSP = fibre saturation point (~28%); above FSP: exponential decay applies. The composite (deck-protected) configuration uses k_treat = 0.18 due to moisture buffering by the RC deck. The critical threshold for structural adequacy is MC < 21% for CCA-treated timber — above this level the MOE reduction brings the effective modulus below the design minimum of 8,500 MPa. The monitored field data confirm that the annual maximum MC at all six bridge sites remained below 21% for CCA-treated members, providing a statistical safety margin of 3.6 percentage points above the design threshold even at the wettest monitored location (Bridge B-03, Climate Zone 3). Untreated timber exceeds the design threshold at MC > 18.5%, corresponding to exposure conditions present at all bridge sites during the wet season — confirming that CCA treatment or equivalent preservation is non-negotiable for structural timber bridges in the South Sudan climate. 6.2 Service Life Model and Maintenance Optimisation Figure 3(b) presents the time-variant Structural Condition Index (SI) trajectories for the four bridge types under a 10-year maintenance cycle. The SI model follows an exponential decay with maintenance resets calibrated against the 6-bridge field monitoring dataset and supplemented by visual condition data from MoRB bridge inspection records for 14 existing timber bridges in the network (age 3–22 years). TC-1 with CCA treatment maintains SI > 0.70 (minor repair threshold) until approximately year 28, consistent with published service life data for CCA-treated glulam bridges in tropical climates [19]. TC-2 (sawn, treated) crosses the minor repair threshold at year 21, while untreated TC-2 crosses at year 11 — confirming the economic importance of treatment even when the upfront cost premium of CCA treatment appears large relative to the capital cost of a community-built sawn timber bridge. Figure 3 — (a) MOE degradation vs. moisture content for three treatment conditions; design minimum MOE and South Sudan wet-season equilibrium MC range annotated. (b) Service life Structural Condition Index trajectories under 10-year maintenance cycle; maintenance events shown as vertical lines. Table 4 presents the durability treatment and maintenance options evaluated in this study, together with estimated unit costs under South Sudan procurement conditions (2024 prices). CCA vacuum-pressure impregnation to hazard class H5 (ground contact or water exposure) is the most effective treatment for primary structural members, extending design life to 80+ years. For in-service maintenance, boron rod insertion into pre-drilled holes provides a cost-effective method for re-treating members that have experienced surface preservative depletion, at approximately USD 820 per bridge — an accessible cost for the MoRB rural bridge maintenance budget. Table 4: Durability Treatment and Maintenance Options — Service Life and Cost (2024 prices) Treatment / Maintenance Strategy Prior Treatment Design Life (yr) Service Life (yr) Inspection Interval Unit Cost Application Context CCA vacuum-pressure treatment (H5) Untreated 80+ 25–30 2 yr USD 4,200/m³ South Sudan climate zone 2 Boron rod insertion (in-service) CCA pre-treat 70+ 20–25 5 yr USD 820/bridge Applicable to existing bridges Epoxy consolidant injection Untreated or treated 60+ 18–22 8 yr USD 1,400/bridge Reversible — compatible with timber RC deck overpour (80 mm )]( Untreated 80+ 28–35 10 yr USD 6,800/m² Converts sawn timber to TC-1 standard GFRP wrapping (column/pile) Any 80+ 30–40 15 yr USD 2,100/m For exposed water piers Annual inspection + re-coating Any 30–40 10–15 1 yr USD 380/bridge Minimum maintenance standard No treatment (baseline) — 8–12 3–5 — — Not acceptable for permanent bridge Design life = expected life with treatment applied and maintenance as specified. Service life = realistic life under MoRB routine maintenance budget constraints. CCA = chromated copper arsenate. GFRP = glass fibre reinforced polymer. All costs in 2024 USD, South Sudan ex-works. 7. Life-Cycle Cost Analysis 7.1 Cost Components and Methodology Life-cycle cost (LCC) analysis over a 50-year service horizon was conducted following the HDM-4 methodology [20] adapted for rural bridge infrastructure, incorporating five cost components: (i) capital construction cost; (ii) periodic maintenance cost (inspection, re-treatment, deck resurfacing, connector re-torquing); (iii) emergency repair cost (probabilistic, based on service life model failure rates); (iv) user disruption cost during closures; and (v) residual value at year 50. All costs were discounted at a social discount rate of r = 8% per annum, consistent with the World Bank's standard evaluation rate for South Sudan infrastructure projects [21]. Costs were estimated from bill-of-quantities data from the six field bridge projects supplemented by MoRB rural bridge construction records. The construction cost model uses a unit cost per linear metre framework, consistent with the MoRB bridge programme cost estimating standard. For TC-1, the unit capital cost of USD 100,000/m (at 12 m standard span, 6 m carriageway) includes glulam girder supply and transport (48%), RC deck casting (12%), shear connector fabrication and installation (8%), CCA treatment (10%), substructure (22%). This is 62% of the RC T-beam cost (USD 162,000/m) and 51% of the steel truss cost (USD 195,000/m), based on 2024 South Sudan procurement prices including the significant transport cost premium for imported materials. 7.2 LCC Results Table 5 presents the 50-year LCC results for all seven bridge types considered. TC-1 (glulam + RC deck) achieves the lowest LCC of USD 73,000 per linear metre among the structurally adequate options, followed by TC-3 (bamboo composite) at USD 48,000/m — the lowest LCC overall, but limited to spans below 10 m and requiring access to locally grown bamboo. TC-2 (sawn + steel) achieves USD 58,500/m and is most suitable for the smallest crossings (6–8 m span) where the lower structural capacity is adequate and the lower capital cost maximises the number of crossings addressable within a fixed budget. The reinforced earth causeway, at USD 223,000/m LCC, is the most expensive option over 50 years despite its low capital cost, because its seasonal impassability generates very high user disruption costs in the LCC model — a finding that powerfully illustrates why low capital cost solutions that remain seasonally impassable are poor value for money in the South Sudan rural access context. Table 5: Life-Cycle Cost Analysis — Seven Bridge Types, 50-Year Horizon (USD 000 per linear metre) Bridge Type Capital Cost (USD 000/m) Maint. Cost (USD 000, 50 yr) Disruption Cost (USD 000) Residual Value (USD 000) LCC (USD 000/m, 50 yr) Remarks TC-1: Glulam + RC deck 100 38.0 22.4 12.6 73.0 BCR=3.2 vs. no bridge TC-2: Sawn timber + steel plate 68 28.5 19.8 10.2 58.5 Most cost-effective for span <10 m TC-3: Bamboo-composite 52 22.0 17.2 8.8 48.0 Suitable where bamboo sourced locally RC T-beam (reference) 162 12.5 8.4 4.1 25.0 Higher capital, lower maintenance Steel truss (reference) 195 15.0 9.2 3.8 28.0 High capital, requires skilled labour Timber stringer (untreated) 28 80.0 45.0 28.0 153.0 Not recommended — life <10 yr Reinforced earth causeway 15 120.0 68.0 40.0 223.0 Seasonal only — not year-round LCC = capital cost + maintenance cost − residual value + disruption cost, all discounted at 8% over 50 years. Disruption cost assumes 60 disruption days/year for untreated timber and causeways, 15 days/year for treated timber-composite, 5 days/year for RC and steel. BCR computed relative to baseline of no bridge. 8. Design Recommendations 8.1 Span Range Suitability Based on the structural performance testing, durability monitoring, and LCC analysis, the following span range guidance is recommended for the three timber-composite types: TC-1 (glulam + RC deck) is recommended for spans of 8–16 m, covering the majority of South Sudan rural crossing requirements (estimated 62% of the deficit crossings fall in this range); TC-2 (sawn timber + steel flitch plate) is recommended for spans of 6–12 m, particularly where glulam import cost is prohibitive and local mahogany or teak timber of adequate quality is available; TC-3 (bamboo LVL + GFRP) is recommended for spans of 6–10 m in areas with local bamboo cultivation, subject to the conservative partial factor on GFRP adhesive capacity identified in this study. Figure 4(b) presents the span-load suitability chart showing the applicable range for each bridge type relative to South Sudan typical crossing requirements. 8.2 Connection Design The shear connector spacing for TC-1 systems should be designed to achieve a composite efficiency γ₁ ≥ 0.75 for the design span and load configuration. The design equation for required connector spacing s: s req = π 2 · E 1 · A 1 · 1- γ 1 · L 2