Design - Overview. Design Wave Height. H 1/3 (H s ) = average of highest 1/3 of all waves. H 10 = 1.27H s = average of highest 10% of all waves
|
|
|
- Coral Stewart
- 6 years ago
- Views:
Transcription
1 esign - Overview introduction design wave height wave runup & overtopping wave forces - piles - caisson; non-breaking waves - caisson; breaking waves - revetments esign Wave Height H /3 (H s ) = average of highest /3 of all waves H 0 =.7H s = average of highest 0% of all waves H 5 =.37H s = average of highest 5% of all waves H =.67H s = average of highest % of all waves
2 esign Wave Height Rigid structure: H Semi-rigid structure: H 0 H Flexible structure: H s H 5 Factors etermining Selection of esign Wave Height (flexible structure) permissible damage and associated repair costs access to construction material quality and extent of input wave data Breaking or Non-Breaking Waves Non-breaking Breaking Non-breaking Breaker travel distance: x ( mh ) p b Fig 7-
3 Breaker Height and epth Index Fig 7-3 (-7) Fig 7- (~-73) Most angerous Breaking Wave at Structure d s d ( d ) min x mh mh H m s b p b b p b p ds ds Hb m x p db p m H H b b (7-5) Implicit expression Iteration (Fig. 7-4) etermining Most angerous Breaking Wave at Structure Fig 7-4 Largest possible H b against the structure Fig 7-5 H o 3
4 Most angerous Incident Wave Angle Table 7- L6- Wave Forces on Structures Wave Forces Classification of wave force problems: Fig
5 Wave Forces Against Piles H gt wave steepness Important Parameters for Piles d gt dimensionless water depth L pile diameter to wavelength relative pile roughness H T pile Reynolds number Vertical Cylindrical Pile and Non-Breaking Waves du f fi f CM C u u 4 dt 0.05 (7-) L A (7-0) Fig
6 Calculation of Forces and Moments f fi f du CM C u u 4 dt Water surface profile: H t cos T (7-) Water particle velocity: HgTcosh ( zd) / L t u cos L cosh( d/ L) T (7-3) Water particle acceleration: du gh cosh ( zd) / L t sin dt L cosh( d / L) T (7-4) f fi f du CM C u u 4 dt Combining these expressions Inertia force: cosh ( zd ) / L sin t fi CMg H 4 L cosh( d / L ) T (7-5) rag force: z d L gt cosh ( ) / t t f C gh cos cos 4 L cosh( d / L ) T T (7-6) Relative Wavelength and Pressure Factor K and L L0 L L0 K cosh( d / L) fi ( z d) K f ( z 0) i f ( z d) K f ( z 0) d gt Fig 7-68 cosh ( zd ) / L sin t fi CMg H 4 L cosh( d / L ) T gt cosh ( zd) / L t t f C gh cos cos 4 L cosh( d / L ) T T 6
7 Ratio of Crest Elevation to Wave Height Fig 7-69 Wavelength Correction Factor Fig 7-70 cosh ( zd ) / L sin t fi CMg H 4 L cosh( d / L ) T 6-08 gt cosh ( zd) / L t t f C gh cos cos 4 L cosh( d / L ) T T Total Force and Moment on a Pile Force: F fdz f dz FF i i d d (7-7) F Moment (around the bottom of the pile): M ( zd) f dz ( zd) f dz M M d i i d M (7-8) cosh ( zd )/ L sin t fi CMg H 4 L cosh( d / L ) T gt cosh ( zd)/ L t t f C gh cos cos 4 L cosh( d / L ) T T 7
8 Maximum Values of the Components (assuming uniform pile & Integration from d SWL) Inertia force F C g HK 4 im M im (7-37) rag force F C gh K m m (7-38) Moment due to inertia force M F d S im im im (7-39) Moment due to drag force M m Fmd Sm (7-40) Note! Maximum values are not attained simultaneously. Force and Moment Coefficients K im, K m, S im, and S m (Figs. 7-7, 7-7, 7-73, 7-74) H b =? K im Fig. 7-7 Force and Moment Coefficients K im, K m, S im, and S m H b Fig 7-75 Figs. 7-7, 7-7, 7-73,
9 m m m m F fdz f dz FF i i d d Ex: F = F i + F = 683 sinθ + 60 cosθ cosθ 000 F m F im F m = l= F im + F m F m 000 Force (N) F F i F Phase Angle (deg) cosh ( zd ) / L sin t fi CMg H 4 L cosh( d / L ) T gt cosh ( zd) / L t t f C gh cos cos 4 L cosh( d / L ) T T Maximum Value for Inertia and rag Combined Maximum force: F m mgch _ (7-4) Maximum moment: M _ m mgch d (7-43) (In your book g w) Isolines of m and m versus H and d (different W values) gt gt H gt F wch W 0.05 W C C H M (7-4) d gt H gt F wch W 0. Figs d gt 9
10 Force Coefficients C C Fig 7-85 umax Re u max H Lo T L A (7-47) C Fig 7-85 umax Re u H L o max (7-47) T LA Fig 7-68 Force Coefficients C M C M =.0 when Re < C M =.5 - Re when < Re < C M =.5 when < Re (7-53) 0
11 Transversal Forces FL FLmcos CL gh Kmcos (7-44) F L H/gT < CL C H/gT > F L Fig Horizontal pipe Changed! f zi f z f xi f x dz f x f xi f x C M a x C u u kn/m (7-0) 4 f z fzi fz C M az C L u 4 kn/m a x = f(sin), u = f(cos), a z = f(cos) => f xi & f x not simultaneous max, f zi & f z have simultaneous max L7-0 Wave Forces on Breakwaters
12 Non-breaking waves against a wall (caisson) A A A = A Fig 7-88 Pressure istribution for Non-Breaking Waves gh p i cosh( d/ L) (7-75) Fig 7-89 Clapotis Orbit Center Fig. 7-90
13 Total Force F F F gd F total s wave wave (7-76) F wave gd F wav e F s Fig. 7-9 Total Moment A: M M M F d M gd M total s wave s wave wave M wave 3 gd F wav e F s Fig. 7-9 Caisson Failure Modes SWL F Sliding SWL F Overturning 3
14 Forces and Moments on a Caisson Non-Breaking Waves H outside z h o H in/ B F wave G y c d i d s F so B/3 F si p po U R H p i U R V R Stability of a Caisson, Non-Breaking Waves Overturning A: Mo MI G B U B B B U RV 3 3 Sliding: R R H V 0.75 eff eff d s F wave H outside h o B y c G z H in/ d i Rock foundation, non-breaking waves F so A B/3 F si p po U R H p i U R V R R F F F, R GU U H wave so si V Caisson on Rubble Foundation '' F rf F '' M rm M M r M b r F '' B m f M M bf '' '' '' B A (7-8) (7-83) (7-84) Fig
15 Fig Breaking Waves on Caisson Minikin Method R m d s R s Fig Breaking Waves on Caisson: Theory Hb ds pm 0g d L s (7-85) d L m s pmhb Rm 3 pmhbd s Mm Rmds 3 d (7-88) (7-86) (7-87) R m R s L d m Fig L Rt Rm Rs Rm gds Hb / Mt Mm Ms Mm gds Hb/ 6 3 (7-89) (7-90) 5
16 B/6 RH imensionless Minikin Wave Pressure and Force Fig Stability of a Caisson, Breaking Waves H b/ z R m H in/ B G d i d s R so R si p o p I U U R V R Stability of a Caisson, Breaking Waves Overturning A: 5 Mo MI G B U B B B U RV 3 6 H b/ z Sliding: R R H V 0.9 eff eff d s R so R m p o B A G H in/ R si B/6 RH p I d i Rock foundation, breaking waves U U R V R 6
17 Caisson on Rubble Foundation R m R s Fig. 7-0 Influence of a Low Wall Force and moment reduction R rr ' m m m (7-9) Fig. 7-0 Parameter in Moment Reduction, Low Wall Fig M dr ( d a)( r) R ' m s m s m m M R r ( d a) a ' m m m s (7-9) (7-93) 7
18 Broken Waves, Caisson in the Water R m R s pm C gdb C dbg h 0.78H c Rm pmhc gdbhc M R d h / b m m s c (7-94) (7-95) (7-96) (7-97) Fig Total Force and Moment on Caisson in Water p g( d h ) s s c Rs g( ds hc) (7-99) M R ( d h ) g( d h ) 3 6 R R R (7-0) 3 s s s c s c t m s M M M t m s (7-0) (7-98) (7-00) R m R s Broken Waves, Caisson on Land x x v' C gdb x x x h' hc x (7-03) (7-04) 8
19 Total Force and Moment on Caisson on Land v' x pm g gdb g x x Rm pmh' gdbhc x h' x Mm Rm gdbhc 4 x x Rs gh' ghc x h' 3 x Ms Rs ghc 3 6 x Eqs. (7-05) (7-) R R R t m s M M M t m s R m R s Effect of Angle of Wave Approach R Rsin ' n R' R / W Rsin n R = yn force per unit length of wall Fig The reduction is not applicable to rubble structures! MOES OF WAVE FORCES AGAINST A WALL R m R s F wave F s Non-Breaking Broken R m R s Breaking 9
20 Rubble Mound Breakwaters Rubble Mound Breakwaters Cover Layer/Armour Layer Under Layers wh W K s 3 r 3 ( r ) cot Hudson s formula W = weight of individual armour unit (kg) w r = unit weight of armour unit (kg/m 3 ) S r = w r /w w K = stability coefficient Suggested K -Values for etermining Armor Unit Weight 0
21 Selection of K -Value Value includes: shape of the blocks number of layers placement of the blocks roughness type of wave (breaking/non-breaking) incident wave angle breakwater shape (height above water level, width etc) scale effects Breakwater Armor Units A-Jacks olos Xbloc Tetrapod
22 Quarrystone Accropode Submar Core Loc Concrete cubes?? concrete blocks Tri Bar Antifer concrete blocks Nikken stone blocks Nikken Sanren Nikken Grasp Nikken Rakuna IV
23 Typical Breakwater esigns Recommended Three-Layer Section Fig Non-breaking waves and one exposed side. Typical Breakwater esigns Fig Breaking waves or two exposed sides. Breakwater esign Elements * Still water level(s) (depending on co-variation with waves) 3
24 Breakwater esign Elements * esign wave height H s Breakwater esign Elements * Run-up level R u% crest elevation R u% Breakwater esign Elements * crest width W B nk wr ( n 3) /3 R u% = B Table 7-3 4
25 Breakwater esign Elements * side slopes (~ :.5 :3) = B R u% θ out θ in - Layer thickness (W) W r nk wr /3 Breakwater esign Elements n thickness = r(w) 0.3 m /3 W 50 w r rw ( /0) max.0 W max.5 w r - Rock units (W/0) 0.3m /3 rw ( /0) max W.0 50 w (7-3) r R u% = B W50 W /0 Breakwater esign Elements - bottom elevation of cover layer H for d H to bottom for d H s s R u% = B - toe berm W/0 - under layers 5,cover 85,under H for d.5h s to bottom for d.5h s - filter layer or geotextile 5,filter 85,underground 5
26 Breaking waves or two exposed sides. Non-breaking waves and one exposed side. >.5 m r r r > 3 m /3 W 50 k wr 3r 3 /3 W 50 k wr r where W W /0 50 STABILITY OF RUBBLE FOUNATION AN TOE PROTECTION Fig 7-0 MAIN ITEMS - Understand most dangerous (biggest) breaking wave - Calculate run-up & overtopping - Understand & calculate wave forces L9-6
Design of Breakwaters Rubble Mound Breakwater
Design of Breakwaters Rubble Mound Breakwater BY Dr. Nagi M. Abdelhamid Department of Irrigation and Hydraulics Faculty of Engineering Cairo University 013 Rubble mound breakwater Dr. Nagi Abdelhamid Advantages
Vertical Wall Structure Calculations
Vertical Wall Structure Calculations Hydrodynamic Pressure Distributions on a Vertical Wall (non-breaking waves two time-varying components: the hydrostatic pressure component due to the instantaneous
Hydraulic stability of antifer block armour layers Physical model study
Hydraulic stability of antifer block armour layers Physical model study Paulo Freitas Department of Civil Engineering, IST, Technical University of Lisbon Abstract The primary aim of the study is to experimentally
6. Stability of cubes, tetrapods and accropode
6. Stability of cubes, tetrapods and accropode J. W. VAN DER MEER, Delft Hydraulics Laboratory SYNOPSS. Results of an extensive research program on stability of rubble mound revetments and breakwaters
A COMPARISON OF OVERTOPPING PERFORMANCE OF DIFFERENT RUBBLE MOUND BREAKWATER ARMOUR
A COMPARISON OF OVERTOPPING PERFORMANCE OF DIFFERENT RUBBLE MOUND BREAKWATER ARMOUR Tom Bruce 1, Jentsje van der Meer 2, Leopoldo Franco and Jonathan M. Pearson 4 This paper describes a major programme
Numerical Modelling of Coastal Defence Structures
Numerical Modelling of Coastal Defence Structures Overtopping as a Design Input Parameter Master s Thesis in the International Master s Programme Geo and Water Engineering MATTHIEU GUÉRINEL Department
The use of high density concrete in the armourlayer of breakwaters
The use of high-density concrete in the armourlayer of breakwaters The use of high density concrete in the armourlayer of breakwaters Flume tests on high density concrete elements R. Triemstra, master
Rock Sizing for Waterway & Gully Chutes
Rock Sizing for Waterway & Gully Chutes WATERWAY MANAGEMENT PRACTICES Photo 1 Rock-lined waterway chute Photo 2 Rock-lined gully chute 1. Introduction A waterway chute is a stabilised section of channel
CHAPTER 134. Hydraulic Stability Analysis of Leeside Slopes of Overtopped Breakwaters
CHAPTER 134 Abstract Hydraulic Stability Analysis of Leeside Slopes of Overtopped Breakwaters M. D. Kudale 1 and N. Kobayashi 2 The hydraulic stability of armor units on the leeside slope of an overtopped
Small Scale Field Experiment on Breaking Wave Pressure on Vertical Breakwaters
Open Journal of Marine Science, 2015, 5, 412-421 Published Online October 2015 in SciRes. http://www.scirp.org/journal/ojms http://dx.doi.org/10.4236/ojms.2015.54033 Small Scale Field Experiment on Breaking
Rock Sizing for Small Dam Spillways
Rock Sizing for Small Dam Spillways STORMWATER MANAGEMENT PRACTICES Photo 1 Rock-lined spillway on a construction site sediment basin Photo 2 Rock-lined spillway on a small farm dam 1. Introduction A chute
AP Physics First Nine Weeks Review
AP Physics First Nine Weeks Review 1. If F1 is the magnitude of the force exerted by the Earth on a satellite in orbit about the Earth and F2 is the magnitude of the force exerted by the satellite on the
ABOUT SOME UNCERTAINTIES IN THE PHYSICAL AND NUMERICAL MODELING OF WAVE OVERTOPPING OVER COASTAL STRUCTURES
ABOUT SOME UNCERTAINTIES IN THE PHYSICAL AND NUMERICAL MODELING OF WAVE OVERTOPPING OVER COASTAL STRUCTURES Romano A 1, Williams H E 2, Bellotti G 1, Briganti R 2, Dodd N 2, Franco L 1 This paper presents
Countermeasure Calculations and Design
Countermeasure Calculations and Design Summarized from Bridge Scour and Stream Instability Countermeasures, Experience, Selection, and Design Guidance, Second Edition, Publication No. FHWA NHI 01-003,
ANALYSIS OF WAVE REFLECTION FROM STRUCTURES WITH BERMS THROUGH AN EXTENSIVE DATABASE AND 2DV NUMERICAL MODELLING
ANALYSIS OF WAVE REFLECTION FROM STRUCTURES WITH BERMS THROUGH AN EXTENSIVE DATABASE AND 2DV NUMERICAL MODELLING Barbara Zanuttigh 1, Jentsje W. van der Meer 2, Thomas Lykke Andersen 3, Javier L. Lara
UNIFORM FLOW CRITICAL FLOW GRADUALLY VARIED FLOW
UNIFORM FLOW CRITICAL FLOW GRADUALLY VARIED FLOW Derivation of uniform flow equation Dimensional analysis Computation of normal depth UNIFORM FLOW 1. Uniform flow is the flow condition obtained from a
DYNAMICS VECTOR MECHANICS FOR ENGINEERS: Plane Motion of Rigid Bodies: Energy and Momentum Methods. Seventh Edition CHAPTER
CHAPTER 7 VECTOR MECHANICS FOR ENGINEERS: DYNAMICS Ferdinand P. Beer E. Russell Johnston, Jr. Lecture Notes: J. Walt Oler Texas Tech University Plane Motion of Rigid Bodies: Energy and Momentum Methods
Prandl established a universal velocity profile for flow parallel to the bed given by
EM 0--00 (Part VI) (g) The nderlayers shold be at least three thicknesses of the W 50 stone, bt never less than 0.3 m (Ahrens 98b). The thickness can be calclated sing Eqation VI-5-9 with a coefficient
OPEN CHANNEL FLOW. One-dimensional - neglect vertical and lateral variations in velocity. In other words, Q v = (1) A. Figure 1. One-dimensional Flow
OPEN CHANNEL FLOW Page 1 OPEN CHANNEL FLOW Open Channel Flow (OCF) is flow with one boundary exposed to atmospheric pressure. The flow is not pressurized and occurs because of gravity. Flow Classification
Advances in Neural Networks for prediction
Symposium on EurOtop Unesco IHE Delft, September 10, 2014 Coasts, Marine Structures and Breakwaters Edinburgh, Sep 18-20, 2013 Advances in Neural Networks for prediction Outline Background CLASH project:
ENGI Multiple Integration Page 8-01
ENGI 345 8. Multiple Integration Page 8-01 8. Multiple Integration This chapter provides only a very brief introduction to the major topic of multiple integration. Uses of multiple integration include
Wave Loads on Breakwaters, Sea- Walls and other Marine Structures
Klicken Sie, um das Titelformat zu bearbeiten FZK Wave Loads on Breakwaters, Sea- Walls and other Marine Structures H. Oumeraci, E-mail: h.oumeraci@tu-bs.de Leichtweiß-Institute for Hydromechanics and
Classification of offshore structures
Classification: Internal Status: Draft Classification of offshore structures A classification in degree of non-linearities and importance of dynamics. Sverre Haver, StatoilHydro, January 8 A first classification
Christian Linde Olsen Griffith University, Faculty of Engineering and Information Technology, Gold Coast Campus.
1 Abtract Rubble Mound Breakwater Chritian Linde Olen Griffith Univerity, Faculty of Engineering and Information Technology, Gold Coat Campu. 1. Abtract The paper deal with the deign of a rubble mound
1.6.5 Corrosion Control
TECHNICAL STANDARDS AND COMMENTARIES FOR PORT AND HARBOUR FACILITIES IN JAPAN (3) Performance verification of SRC Members 1 The steel and reinforced concrete (SRC) members shall be designed against the
ENGI 4430 Multiple Integration Cartesian Double Integrals Page 3-01
ENGI 4430 Multiple Integration Cartesian Double Integrals Page 3-01 3. Multiple Integration This chapter provides only a very brief introduction to the major topic of multiple integration. Uses of multiple
PC 1141 : AY 2012 /13
NUS Physics Society Past Year Paper Solutions PC 1141 : AY 2012 /13 Compiled by: NUS Physics Society Past Year Solution Team Yeo Zhen Yuan Ryan Goh Published on: November 17, 2015 1. An egg of mass 0.050
Obliqe Projection. A body is projected from a point with different angles of projections 0 0, 35 0, 45 0, 60 0 with the horizontal bt with same initial speed. Their respective horizontal ranges are R,
The influence of core permeability on armour layer stability
The influence of core permeability on armour layer stability A theoretical research to give the notional permeability coefficient P a more physical basis Master of science thesis by H.D. Jumelet Delft
CE 4780 Hurricane Engineering II. Section on Flooding Protection: Earth Retaining Structures and Slope Stability. Table of Content
CE 4780 Hurricane Engineering II Section on Flooding Protection: Earth Retaining Structures and Slope Stability Dante Fratta Fall 00 Table of Content Introduction Shear Strength of Soils Seepage nalysis
PHYS 1211 University Physics I Problem Set 5
PHYS 111 University Physics I Problem Set 5 Winter Quarter, 007 SOLUTIOS Instructor Barry L. Zink Assistant Professor Office: Physics 404 Office Hours: (303) 871-305 M&F 11am-1pm barry.zink@du.edu Th -4pm
PORE PRESSURES IN RUBBLE MOUND BREAKWATERS
CHAPTER 124 PORE PRESSURES IN RUBBLE MOUND BREAKWATERS M.B. de Groot 1, H. Yamazaki 2, M.R.A. van Gent 3 and Z. Kheyruri 4 ABSTRACT Economic breakwater design requires knowledge of the wave induced pore
Course Overview. Statics (Freshman Fall) Dynamics: x(t)= f(f(t)) displacement as a function of time and applied force
Course Overview Statics (Freshman Fall) Engineering Mechanics Dynamics (Freshman Spring) Strength of Materials (Sophomore Fall) Mechanism Kinematics and Dynamics (Sophomore Spring ) Aircraft structures
ROCK SLOPES WITH OPEN FILTERS UNDER WAVE LOADING: EFFECTS OF STORM DURATION AND WATER LEVEL VARIATIONS
ROCK SLOPES WITH OPEN FILTERS UNDER WAVE LOADING: EFFECTS OF STORM DURATION AND WATER LEVEL VARIATIONS Marcel R.A. van Gent 1, Guido Wolters 1 and Ivo M. van der Werf 1 Rubble mound breakwaters and revetments
file:///d /suhasini/suha/office/html2pdf/ _editable/slides/module%202/lecture%206/6.1/1.html[3/9/2012 4:09:25 PM]
![file:///d /suhasini/suha/office/html2pdf/ _editable/slides/module%202/lecture%206/6.1/1.html[3/9/2012 4:09:25 PM]](/thumbs/96/126781421.jpg "file:///d /suhasini/suha/office/html2pdf/ _editable/slides/module%202/lecture%206/6.1/1.html[3/9/2012 4:09:25 PM]")
Objectives_template Objectives In this section you will learn the following Introduction Different Theories of Earth Pressure Lateral Earth Pressure For At Rest Condition Movement of the Wall Different
Recent Advances in Stability Formulae and Damage Description of Breakwater Armour Layer
Australian Journal of Basic and Applied Sciences, 3(3): 2717-2827, 2009 ISSN 1991-8178 Recent Advances in Stability Formulae and Damage Description of Breakwater Armour Layer Babak Kamali and Roslan Hashim
1 of 6 7/10/2013 8:32 PM
1 of 6 7/10/2013 8:32 PM 2.2Basic Differentiation Rules and Rates of Change (2047326) Question 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 1. Question Details LarCalc9 2.2.003.
PROPERTIES OF FLUIDS
Unit - I Chapter - PROPERTIES OF FLUIDS Solutions of Examples for Practice Example.9 : Given data : u = y y, = 8 Poise = 0.8 Pa-s To find : Shear stress. Step - : Calculate the shear stress at various
2. Mass, Force and Acceleration
. Mass, Force and Acceleration [This material relates predominantly to modules ELP034, ELP035].1 ewton s first law of motion. ewton s second law of motion.3 ewton s third law of motion.4 Friction.5 Circular
Two-Dimensional Rotational Dynamics
Two-Dimensional Rotational Dynamics 8.01 W09D2 W09D2 Reading Assignment: MIT 8.01 Course Notes: Chapter 17 Two Dimensional Rotational Dynamics Sections 17.1-17.5 Chapter 18 Static Equilibrium Sections
1. A sphere with a radius of 1.7 cm has a volume of: A) m 3 B) m 3 C) m 3 D) 0.11 m 3 E) 21 m 3
1. A sphere with a radius of 1.7 cm has a volume of: A) 2.1 10 5 m 3 B) 9.1 10 4 m 3 C) 3.6 10 3 m 3 D) 0.11 m 3 E) 21 m 3 2. A 25-N crate slides down a frictionless incline that is 25 above the horizontal.
INVESTIGATIONS ON QUARRY STONE TOE BERM STABILITY
INVESTIGATIONS ON QUARRY STONE TOE BERM STABILITY Markus Muttray 1, Bas Reedijk 1, Richard de Rover 1, Bart van Zwicht 1 Model test results from four experimental studies have been compiled in a data set
CHAPTER 102. Ponta Delgada Breakwater Rehabilitation Risk Assessment with respect to Breakage of Armour Units
CHAPTER 102 Ponta Delgada Breakwater Rehabilitation Risk Assessment with respect to Breakage of Armour Units H. Ligteringen \ J.C. van der Lem \ F. Silveira Ramos Abstract The outer portion of the Ponta
PHYS 1303 Final Exam Example Questions
PHYS 1303 Final Exam Example Questions (In summer 2014 we have not covered questions 30-35,40,41) 1.Which quantity can be converted from the English system to the metric system by the conversion factor
Amherst College, DEPARTMENT OF MATHEMATICS Math 11, Final Examination, May 14, Answer Key. x 1 x 1 = 8. x 7 = lim. 5(x + 4) x x(x + 4) = lim
Amherst College, DEPARTMENT OF MATHEMATICS Math, Final Eamination, May 4, Answer Key. [ Points] Evaluate each of the following limits. Please justify your answers. Be clear if the limit equals a value,
Physics 41 HW Set 1 Chapter 15 Serway 8 th ( 7 th )
Conceptual Q: 4 (7), 7 (), 8 (6) Physics 4 HW Set Chapter 5 Serway 8 th ( 7 th ) Q4(7) Answer (c). The equilibrium position is 5 cm below the starting point. The motion is symmetric about the equilibrium
NCMA TEK ARTICULATING CONCRETE BLOCK REVETMENT DESIGN FACTOR OF SAFETY METHOD TEK Provided by: EP Henry Corporation
Provided by: EP Henry Corporation National Concrete Masonry Association an information series from the national authority on concrete masonry technology NCMA TEK ARTICUATING CONCRETE BOCK REVETMENT EIGN
Isaac Newton ( ) 1687 Published Principia Invented Calculus 3 Laws of Motion Universal Law of Gravity
Isaac Newton (1642-1727) 1687 Published Principia Invented Calculus 3 Laws of Motion Universal Law of Gravity Newton s First Law (Law of Inertia) An object will remain at rest or in a constant state of
When we throw a ball :
PROJECTILE MOTION When we throw a ball : There is a constant velocity horizontal motion And there is an accelerated vertical motion These components act independently of each other PROJECTILE MOTION A
5. REASONING AND SOLUTION An object will not necessarily accelerate when two or more forces are applied to the object simultaneously.
5. REASONING AND SOLUTION An object will not necessarily accelerate when two or more forces are applied to the object simultaneously. The applied forces may cancel so the net force is zero; in such a case,
Physics 4A Solutions to Chapter 11 Homework
Physics 4A Solutions to Chapter 11 Homework Chapter 11 Questions:, 8, 10 Exercises & Problems: 1, 14, 4, 7, 37, 53, 66, 81, 83 Answers to Questions: Q 11- (a) 5 and 6 (b) 1 and 4 tie, then the rest tie
The Bernoulli Equation
The Bernoulli Equation The most used and the most abused equation in fluid mechanics. Newton s Second Law: F = ma In general, most real flows are 3-D, unsteady (x, y, z, t; r,θ, z, t; etc) Let consider
GEOTECHNICAL ENGINEERING ECG 503 LECTURE NOTE ANALYSIS AND DESIGN OF RETAINING STRUCTURES
GEOTECHNICAL ENGINEERING ECG 503 LECTURE NOTE 07 3.0 ANALYSIS AND DESIGN OF RETAINING STRUCTURES LEARNING OUTCOMES Learning outcomes: At the end of this lecture/week the students would be able to: Understand
Stability of Breakwaters Armored with Heavy Concrete Cubes
Project: Peute Breakwater Phase 1 WOWW2010, Berlin 30.09.2010 Dipl.-Ing. Mayumi Wilms Dipl.-Ing. Nils Goseberg Prof. Dr.-Ing. habil. Torsten Schlurmann Franzius-Institute for Hydraulic, Waterways and Coastal
PSI AP Physics B Dynamics
PSI AP Physics B Dynamics Multiple-Choice questions 1. After firing a cannon ball, the cannon moves in the opposite direction from the ball. This an example of: A. Newton s First Law B. Newton s Second
CHAPTER 134 WAVE RUNUP AND OVERTOPPING ON COASTAL STRUCTURES
CHAPTER 134 WAVE RUNUP AND OVERTOPPING ON COASTAL STRUCTURES J.P. de Waal 1 ' and J.W. van der Meer 2 ' Introduction Delft Hydraulics has recently performed various applied research studies in physical
Motion in Space. MATH 311, Calculus III. J. Robert Buchanan. Fall Department of Mathematics. J. Robert Buchanan Motion in Space
Motion in Space MATH 311, Calculus III J. Robert Buchanan Department of Mathematics Fall 2011 Background Suppose the position vector of a moving object is given by r(t) = f (t), g(t), h(t), Background
Page No xxvii. Erratum / Correction
NOTES: This list of 2 February 2016 refers to the B/W version of 2012, which is a reprint of the original Manual of 2007. That reprint contains, contrary to the statement in the preface, not all errata
Department of Physics
Department of Physics PHYS101-051 FINAL EXAM Test Code: 100 Tuesday, 4 January 006 in Building 54 Exam Duration: 3 hrs (from 1:30pm to 3:30pm) Name: Student Number: Section Number: Page 1 1. A car starts
University of Alabama Department of Physics and Astronomy. PH 105 LeClair Summer Problem Set 3 Solutions
University of Alabama Department of Physics and Astronomy PH 105 LeClair Summer 2012 Instructions: Problem Set 3 Solutions 1. Answer all questions below. All questions have equal weight. 2. Show your work
Problem 7.1 Determine the soil pressure distribution under the footing. Elevation. Plan. M 180 e 1.5 ft P 120. (a) B= L= 8 ft L e 1.5 ft 1.
Problem 7.1 Determine the soil pressure distribution under the footing. Elevation Plan M 180 e 1.5 ft P 10 (a) B= L= 8 ft L e 1.5 ft 1.33 ft 6 1 q q P 6 (P e) 180 6 (180) 4.9 kip/ft B L B L 8(8) 8 3 P
5 Physical processes and design tools CIRIA C
Physical processes and design tools 6 8 9 0 CIRIA C68 8 Physical processes and design tools CHAPTER CONTENTS. Hydraulic performance.......................................... 8.. Hydraulic performance related
Translational vs Rotational. m x. Connection Δ = = = = = = Δ = = = = = = Δ =Δ = = = = = 2 / 1/2. Work
Translational vs Rotational / / 1/ Δ m x v dx dt a dv dt F ma p mv KE mv Work Fd / / 1/ θ ω θ α ω τ α ω ω τθ Δ I d dt d dt I L I KE I Work / θ ω α τ Δ Δ c t s r v r a v r a r Fr L pr Connection Translational
9. Flood Routing. chapter Two
9. Flood Routing Flow routing is a mathematical procedure for predicting the changing magnitude, speed, and shape of a flood wave as a function of time at one or more points along a watercourse (waterway
Chapter 8 continued. Rotational Dynamics
Chapter 8 continued Rotational Dynamics 8.4 Rotational Work and Energy Work to accelerate a mass rotating it by angle φ F W = F(cosθ)x x = s = rφ = Frφ Fr = τ (torque) = τφ r φ s F to s θ = 0 DEFINITION
Phys101 First Major-111 Zero Version Monday, October 17, 2011 Page: 1
Monday, October 17, 011 Page: 1 Q1. 1 b The speed-time relation of a moving particle is given by: v = at +, where v is the speed, t t + c is the time and a, b, c are constants. The dimensional formulae
1. Draw a Feynman diagram illustrating an electron scattering off a photon. Sol.
PHYSICS 3: Contemporary Physics I: HW Solution Key. Draw a Feynman diagram illustrating an electron scattering off a photon. e e e e There may be more than, but you need only draw.. P.6 A proton in an
Phys 1401: General Physics I
1. (0 Points) What course is this? a. PHYS 1401 b. PHYS 1402 c. PHYS 2425 d. PHYS 2426 2. (0 Points) Which exam is this? a. Exam 1 b. Exam 2 c. Final Exam 3. (0 Points) What version of the exam is this?
= v 0 x. / t = 1.75m / s 2.25s = 0.778m / s 2 nd law taking left as positive. net. F x ! F
Multiple choice Problem 1 A 5.-N bos sliding on a rough horizontal floor, and the only horizontal force acting on it is friction. You observe that at one instant the bos sliding to the right at 1.75 m/s
Practice Midterm Exam 1. Instructions. You have 60 minutes. No calculators allowed. Show all your work in order to receive full credit.
MATH202X-F01/UX1 Spring 2015 Practice Midterm Exam 1 Name: Answer Key Instructions You have 60 minutes No calculators allowed Show all your work in order to receive full credit 1 Consider the points P
MULTIPLE CHOICE. Choose the one alternative that best completes the statement or answers the question. B) = 2t + 1; D) = 2 - t;
Eam Name MULTIPLE CHOICE. Choose the one alternative that best completes the statement or answers the question. Calculate the derivative of the function. Then find the value of the derivative as specified.
Units are important anyway
Ch. 1 Units -- SI System (length m, Mass Kg and Time s). Dimensions -- First check of Mathematical relation. Trigonometry -- Cosine, Sine and Tangent functions. -- Pythagorean Theorem Scalar and Vector
24/06/13 Forces ( F.Robilliard) 1
R Fr F W 24/06/13 Forces ( F.Robilliard) 1 Mass: So far, in our studies of mechanics, we have considered the motion of idealised particles moving geometrically through space. Why a particular particle
Problem 1 Problem 2 Problem 3 Problem 4 Total
Name Section THE PENNSYLVANIA STATE UNIVERSITY Department of Engineering Science and Mechanics Engineering Mechanics 12 Final Exam May 5, 2003 8:00 9:50 am (110 minutes) Problem 1 Problem 2 Problem 3 Problem
WAVE LOADS ON RUBBLE MOUND BREAKWATER CROWN WALLS IN LONG WAVES
WAVE LOADS ON RUBBLE MOUND BREAKWATER CROWN WALLS IN LONG WAVES Mads Sønderstrup Røge 1, Nicole Færc Cristensen 1, Jonas Bjerg Tomsen 1, Jørgen Quvang Harck Nørgaard 1, Tomas Lykke Andersen 1 Tis paper
CHAPTER 196 WAVE IMPACT LOADING OF VERTICAL FACE STRUCTURES FOR DYNAMIC STABILITY ANALYSIS - PREDICTION FORMULAE -
CHAPTER 196 WAVE IMPACT LOADING OF VERTICAL FACE STRUCTURES FOR DYNAMIC STABILITY ANALYSIS - PREDICTION FORMULAE - P. Klammer 1, A. Kortenhaus 2, H. Oumeraci 3 ABSTRACT Based on impulse theory and experimental
Find the indicated derivative. 1) Find y(4) if y = 3 sin x. A) y(4) = 3 cos x B) y(4) = 3 sin x C) y(4) = - 3 cos x D) y(4) = - 3 sin x
Assignment 5 Name Find the indicated derivative. ) Find y(4) if y = sin x. ) A) y(4) = cos x B) y(4) = sin x y(4) = - cos x y(4) = - sin x ) y = (csc x + cot x)(csc x - cot x) ) A) y = 0 B) y = y = - csc
Chapter 16 Mechanical Waves
Chapter 6 Mechanical Waves A wave is a disturbance that travels, or propagates, without the transport of matter. Examples: sound/ultrasonic wave, EM waves, and earthquake wave. Mechanical waves, such as
Design of RC Retaining Walls
Lecture - 09 Design of RC Retaining Walls By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Topics Retaining Walls Terms Related to Retaining Walls Types of Retaining
Chapter 8: Momentum, Impulse, & Collisions. Newton s second law in terms of momentum:
linear momentum: Chapter 8: Momentum, Impulse, & Collisions Newton s second law in terms of momentum: impulse: Under what SPECIFIC condition is linear momentum conserved? (The answer does not involve collisions.)
Quiz 3 July 31, 2007 Chapters 16, 17, 18, 19, 20 Phys 631 Instructor R. A. Lindgren 9:00 am 12:00 am
Quiz 3 July 31, 2007 Chapters 16, 17, 18, 19, 20 Phys 631 Instructor R. A. Lindgren 9:00 am 12:00 am No Books or Notes allowed Calculator without access to formulas allowed. The quiz has two parts. The
Hydrodynamics for Ocean Engineers Prof. A.H. Techet Fall 2004
13.01 ydrodynamics for Ocean Engineers Prof. A.. Techet Fall 004 Morrison s Equation 1. General form of Morrison s Equation Flow past a circular cylinder is a canonical problem in ocean engineering. For
The acceleration due to gravity g, which varies with latitude and height, will be approximated to 101m1s 2, unless otherwise specified.
The acceleration due to gravity g, which varies with latitude and height, will be approximated to 101m1s 2, unless otherwise specified. F1 (a) The fulcrum in this case is the horizontal axis, perpendicular
/01/04: Morrison s Equation SPRING 2004 A. H. TECHET
3.4 04/0/04: orrison s Equation SPRING 004 A.. TECET. General form of orrison s Equation Flow past a circular cylinder is a canonical problem in ocean engineering. For a purely inviscid, steady flow we
Q1. Which of the following is the correct combination of dimensions for energy?
Tuesday, June 15, 2010 Page: 1 Q1. Which of the following is the correct combination of dimensions for energy? A) ML 2 /T 2 B) LT 2 /M C) MLT D) M 2 L 3 T E) ML/T 2 Q2. Two cars are initially 150 kilometers
Design of Circular Beams
The Islamic University of Gaza Department of Civil Engineering Design of Special Reinforced Concrete Structures Design of Circular Beams Dr. Mohammed Arafa 1 Circular Beams They are most frequently used
Seismic Analysis of Structures by TK Dutta, Civil Department, IIT Delhi, New Delhi.
Seismic Analysis of Structures by Dutta, Civil Department, II Delhi, New Delhi. Module Response Analysis for Specified Ground Motion Exercise Problems:.. Find the effective mass and stiffness of the structure
Chapter 4. Motion in Two Dimensions. Position and Displacement. General Motion Ideas. Motion in Two Dimensions
Motion in Two Dimensions Chapter 4 Motion in Two Dimensions Using + or signs is not always sufficient to fully describe motion in more than one dimension Vectors can be used to more fully describe motion
1. The following problems are not related: (a) (15 pts, 5 pts ea.) Find the following limits or show that they do not exist: arcsin(x)
APPM 5 Final Eam (5 pts) Fall. The following problems are not related: (a) (5 pts, 5 pts ea.) Find the following limits or show that they do not eist: (i) lim e (ii) lim arcsin() (b) (5 pts) Find and classify
l1, l2, l3, ln l1 + l2 + l3 + ln
Work done by a constant force: Consider an object undergoes a displacement S along a straight line while acted on a force F that makes an angle θ with S as shown The work done W by the agent is the product
DO NOT TURN PAGE TO START UNTIL TOLD TO DO SO.
University of California at Berkeley Physics 7A Lecture 1 Professor Lin Spring 2006 Final Examination May 15, 2006, 12:30 PM 3:30 PM Print Name Signature Discussion Section # Discussion Section GSI Student
DYNAMICS VECTOR MECHANICS FOR ENGINEERS: Plane Motion of Rigid Bodies: Energy and Momentum Methods. Tenth Edition CHAPTER
Tenth E CHAPTER 7 VECTOR MECHANICS FOR ENGINEERS: DYNAMICS Ferdinand P. Beer E. Russell Johnston, Jr. Phillip J. Cornwell Lecture Notes: Brian P. Self California State Polytechnic University Plane Motion
THE STUDY ON WAVE RUN-UP ROUGHNESS AND PERMEABILITY COEFFICIENT OF STEPPED SLOPE DIKE
Proceedings of the 7 th International Conference on Asian and Pacific Coasts (APAC 2013) Bali, Indonesia, September 24-26, 2013 THE STUDY ON WAVE RUN-UP ROUGHNESS AND PERMEABILITY COEFFICIENT OF STEPPED
B C = B 2 + C 2 2BC cosθ = (5.6)(4.8)cos79 = ) The components of vectors B and C are given as follows: B x. = 6.
1) The components of vectors B and C are given as follows: B x = 6.1 C x = 9.8 B y = 5.8 C y = +4.6 The angle between vectors B and C, in degrees, is closest to: A) 162 B) 111 C) 69 D) 18 E) 80 B C = (
Phys101 Second Major-152 Zero Version Coordinator: Dr. W. Basheer Monday, March 07, 2016 Page: 1
Phys101 Second Major-15 Zero Version Coordinator: Dr. W. Basheer Monday, March 07, 016 Page: 1 Q1. Figure 1 shows two masses; m 1 = 4.0 and m = 6.0 which are connected by a massless rope passing over a
storage tank, or the hull of a ship at rest, is subjected to fluid pressure distributed over its surface.
Hydrostatic Forces on Submerged Plane Surfaces Hydrostatic forces mean forces exerted by fluid at rest. - A plate exposed to a liquid, such as a gate valve in a dam, the wall of a liquid storage tank,
Calculating the Applied Load
The LM Guide is capable of receiving loads and moments in all directions that are generated due to the mounting orientation, alignment, gravity center position of a traveling object, thrust position and
Math 20C Homework 2 Partial Solutions
Math 2C Homework 2 Partial Solutions Problem 1 (12.4.14). Calculate (j k) (j + k). Solution. The basic properties of the cross product are found in Theorem 2 of Section 12.4. From these properties, we
Lesson 7: Thermal and Mechanical Element Math Models in Control Systems. 1 lesson7et438a.pptx. After this presentation you will be able to:
Lesson 7: Thermal and Mechanical Element Math Models in Control Systems ET 438a Automatic Control Systems Technology Learning Objectives After this presentation you will be able to: Explain how heat flows
Rock Sizing for Batter Chutes
Rock Sizing for Batter Chutes STORMWATER MANAGEMENT PRACTICES Photo 1 Rock-lined batter chute Photo 2 Rock-lined batter chute 1. Introduction In the stormwater industry a chute is a steep drainage channel,