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The effective length L of a spillway crest, uncontrolled-spillway, SHEET 111-3/1

작성자 Uploader : ezcivil 작성일 Upload Date: 2017-02-02변경일 Update Date: 2017-02-05조회수 View : 577

HYDRAULIC DESIGN CRITERIA
SHEET 111-3/1
OVERFLOW SPILLWAY CREST WITH ADJACENT CONCRETE SECTIONS
ABUTMENT CONTRACTION COEFFICIENT

1. The effective length L of a spillway crest used in uncontrolled-spillway discharge computations is expressed by the equation:

L = L1 - 2 (NKp+Ka) He

where
L1 = net length of crest, ft
N = number of piers
Kp = pier contraction coefficient
Ka = abutment contraction coefficient
He = energy head on crest, ft

2. HDC 111-3/1 presents a suggested abutment contraction coefficient design curve for high overflow spillways with adjacent concrete sections. Discharge and pier contraction coefficients from appropriate HEC charts were used with model discharge data to compute the plotted abutment contraction coefficients. These abutment contraction coefficients include the weir end contraction and the effect of approach flow angularity, if any, on all elements of the spillway. The coefficient Ka is plotted in terms of the ratio of the energy head on the spillway He to the abutment radius R. Pertinent information concerning each project is tabulated in HDC 111-3/1. An abutment contraction coefficient of 0.1 is suggested for design purposes for spillways with adjacent concrete nonoverflow sections when the approach flow is normal to the spillway crest. Higher coefficients should be assumed for projects involving extreme angularity of approach flow. It is also suggested that the maximum design head-abutment radius ratio be limited to 5.0.

3. References.

(1) U. S. Army Engineer Waterways Experiment Station, CE, Model—Studies of Spillway and Bucket for Center Hill Dam, Caney Fork River, Tennessee. Technical Memorandum No. 202-1, Vicksburg, Miss., August 1946.

(2) ______, Spillway for Philpott Dam, Smith River, Virginia; Model Investigation. Technical Memorandum No. 2-321, Vicksburg, Miss., December 1950.

(3) ______, Spillway and Conduits for Pine Flat Dam, Kings River, California; Hydraulic Model Investigation. Technical Memorandum No. 2-375, Vicksburg, Miss., December 1953.

(4) U. S. Army Engineer Waterways Experiment Station, CE, Folsom Dam Spillway, Uncontrolled. (Unpublished data.)

(5) ______, General Spillway Tests (ES 801). (Unpublished data.)


*** 참고문헌[References] ***

USACE, Hydraulic Design Criteria, SHEET 111-3/1, OVERFLOW SPILLWAY CREST WITH ADJACENT CONCRETE SECTIONS, ABUTMENT CONTRACTION COEFFICIENT
L = L1 - 2 * ( N*Kp+Ka ) * He
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변수명 Variable 변수값 Value 변 수 설 명 Description of the variable


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