【正文】 367. Bingner, ., Alonso, ., Arnold, . and Garbrecht, J. (1997). “Simulation of fine sediment yield within a DEC watershed.” Proc. Conference on Management of Landscapes Disturbed by Channel Incision, University of Mississippi, pp. 11061110. Bosch, D., Theurer, F., Bingner, ., Felton, G. and Chaubey, I. (1998). “Evaluation of the Ann AGNPS Water Quality Model.” ASAE Paper No. 982195, St. Joseph, Michigan. Engelund, F. and Hansen, E. (1967). A monogragh on sediment transport in alluvial streams. Teknisk Vorlag, Copenhagen, Denmark. Garbrecht, J., Kuhnle, R. and Alonso, C. (1995). “A sediment transport capacity formulation for application to large channel networks.” J. of Soil and Water Conservation, 50(5), pp. 527529. Garbrecht, J. and Martz, L. W. 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(2000), “3D numerical modeling of water flow and sediment transport in open channels,” J. of Hydraulic Engineering, ASCE, 126(1), . Wu, W., Wang, . and Jia, Y. (2000). “Nonuniform Sediment Transport in Alluvial Rivers.” J. of Hydraulic Research, IAHR, Vol. 38, No. 6. Wu, W., Vieira, . and Wang, . (1998). “New Capabilities of the CCHE1D Channel Network Model.” ASCE’s 2000 Joint Conference on Water Resources Engineering and Water Resources Planning and Management, Minneapolis, USA. (on CDROM) Wu, W. and Vieira, . (2000), “Onedimensional channel network model CCHE1D manual,” Technical Report No. NCCHETR20001, National Center for Computational Hydroscience and Engineering, The University of Mississippi. Yalin, . (1972). Mechanics of Sediment Transport. Pergamon Press.附錄二：外文翻譯CCHE1D渠道網(wǎng)絡模型的靈敏度分析摘 要： CCHE1D模型是用于模擬長期流和河道的泥沙輸移，DEC項目就是憑借這個模型。 see Seal et al., 1995) were used to test CCHE1D model (Wu, Vieira and Wang, 2000). Here, the experimental run 2 is used to conduct the sensitivity study. The experimental reach of the flume was 45m long and wide, with an initial bed slope of . The tailgate was kept at a constant height that was high enough to produce an undular hydraulic jump at the downstream end of the main gravel deposit. The sediment fed at the flume entrance was a weakly bimodal mixture prising a wide range of sizes, from to 64mm, which was transported mainly as bed load. Due to sediment overloading, an aggradational wedge developed. Its front gradually moved downstream while the upstream bed elevation continued to rise. In run 2 the water discharge was , the sediment feed rate was , and the tailgate water elevation was . The influence of the adaptation length Ls on the calculated bed profile is analyzed by setting Ls as , 2m and . Here, h is set to the average flow depth over the wedge from the inlet to the gravel deposit front, and equals to about 1m. As shown in Figure 3, Ls has little influence on the location, height and celerity of the gravel deposit front. It seems that Ls does not affect the top slope of wedge. The only noticeable influence of Ls is on the slope of the deposit front. The longer the adaptation length, the milder the slope of the deposit front. However this occurs over a limited distance, and the influence of L s on the calculated bed profile is limited. Figure 3. Sensitivity of the Calculated Bed Profile to Ls in SAFHL’s (1995) Run 2 Figure 4 shows the calculated bed profiles with the mixing layer thickness being given values of d50, 6d50 and ?. The difference among the calculated bed profiles is very small. As the mixing layer thickness increases six times, the deposit front just moves downstream about %. The influence of the mixing layer thickness on the deposition case is much less than on the previous scouring case.Figure 4. Sensitivity of the Calculated Bed Profile to Mixing Layer Thicknessin SAFHL’s (1995) Run 2 Case C: Goodwin Creek Watershed: Goodwin Creek in Panola County, Mississippi, is an experimental watershed for the DEC project. The drainage area above the watershed outlet is , and the average channel slope is about . Most of the channels in the watershed are ephemeral, with perennial f