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astro160 30
Course: ASTRO 160, Spring 2012School: Yale
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30256:001, SSP Revision F February 7, 1997 FIGURE 3.1.45 5/8 ISS IN. HEXAGONAL EVA COMPATIBLE BOLT 3 10
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30256:001, SSP Revision F
February 7, 1997
FIGURE 3.1.45 5/8 ISS IN. HEXAGONAL EVA COMPATIBLE BOLT
3 10
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Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 19973.1.5 ENVIRONMENTAL3.1.5.1 NATURAL ENVIRONMENTSThe EVA hardware covered in this ICD is in compliance with the requirements described in SSP30425 for the natural environment (orbital density, composition, plasm
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997TABLE 3.21 EVA GENERIC TOOLS AND CREW AIDS NOMINALDESCRIPTIONAPFR AssyBattery Transfer Unit (BTU)Large Trash Bag AssySmall Trash Bag AssyBattery, PGTRight Angle Drive Assy Bilateral ToolsElectronic Cuff C
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997TABLE 3.21 EVA GENERIC TOOLS AND CREW AIDS NOMINAL (CONTD)DESCRIPTIONAdjustable Equipment Tether Assy Bilateral Tools (Small/Small)Adjustable Equipment Tether Assy Bilateral Tools (Small/Large)Adjustable Eq
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997TABLE 3.22 EVA GENERIC TOOLS AND CREW AIDS CONTINGENCYDESCRIPTIONBolt Puller Assy Bilateral ToolsPin Straightner Assy Bilateral ToolsCompound CutterGeneral Purpose CutterForceps Assy Bilateral ToolsHammer
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997FIGURE 3.2.1.11 PISTOL GRIP TOOL TO EVA SOCKET EXTENSION INTERFACE3 15
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 19973.2.1.2 ENVELOPEThe maximum envelope of the Pistol Grip Tool, including battery, is 14.05 in. x 15.18 in. x 4.03in. Figure 3.2.1.21 depicts the Pistol Grip Tool envelope.3.2.1.3 MASS PROPERTIESThe maximum wei
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997FIGURE 3.2.1.21 PISTOL GRIP TOOL ENVELOPE3 17
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997Figures 3.2.3.11 through 3.2.3.13 show the Micro TM to bolt and torque reaction pointinterfaces. The Micro TM can accommodate 7/16 in. boltheads which are recessed below thetop surface of the Micro interface un
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997Micro installations that exceed thetorquemultiplier concentricity capability willrequire that use of an EVA socketand the torque wrench or the cheaterbar to apply the required torque.FIGURE 3.2.3.11 MICRO T
Yale - ASTRO - 160
SSP 30256:001, Revision FFebruary 7, 1997Micro installations that exceed thetorquemultiplier concentricity capability willrequire that use of an EVA socketand the torque wrench or the cheaterbar to apply the required torque.FIGURE 3.2.3.12 MICRO T
UCSD - SE - 151B
UNIVERSITY OF CALIFORNIA, SAN DIEGOSPRING QUARTER 2012DEPT. OF STRUCTURAL ENGINEERINGINSTRUCTOR: P.B. SHINGSE 151B Design of Structural ConcreteHomework # 1(Due April 13)Problem 1For the plain concrete beam shown in Problem 4.1 in the textbook, co
UCSD - SE - 131
UCSD - SE - 131
Homework 2, problem 1Solve for the approximate deection of a simply-supported prestressed cablewith uniform static distributed load using the Galerkin method. Take as thetrial function N1 (x) = x3 (x L)3 , and set the test function to coincide withthe
UCSD - SE - 131
Homework 2, problem 1Solve for the approximate deection of a simply-supported prestressed cablewith uniform static distributed load using the Galerkin method. Take as thetrial function N1 (x) = x3 (x L)3 , and set the test function to coincide withthe
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
Homework 3, problem 1Solve for the approximate deection of a simply-supported prestressed cablewith triangular static distributed load using the nite element Galerkin method.Use a mesh of four equal-length nite elements, and number the nodes and theel
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 131
UCSD - SE - 151A
Ch. 3 - MaterialsReading: Section 3-1: Concrete Section 3-2: Behavior of Concrete Failing in Compression, pp. 41 and 42 Section 3-3: Factors Affecting Concrete Compressive Strength, pp. 49-52 Section 3-4: Strength Under Tensile and Multiaxial Loads,
UCSD - SE - 151A
Ch. 4 Flexure Part 1Reading: Section 4-1: Introduction Section 4-2: Basic Assumptions in Flexure Theory (p. 109) Section 4-3: Simplifications in Flexure Theory (pp. 117-122) Section 4-4: Analysis of Nominal Moment Strength for Singly Reinforced Beam
UCSD - SE - 151A
Ch. 4 Flexure Part IIReading: Section 4-4: Analysis of Nominal Moment Strength for Singly Reinforced Beam Sections(pp. 122-128) Section 4-5: Definition of Balanced Conditions (pp. 128-130)Problems: Study class problems and Book Examples 4-1 and 4-2.
UCSD - SE - 151A
Ch. 4 Flexure Part IIIReading: Section 4-5: Definition of Balanced Conditions (pp. 128-130) Section 4-7: Beams with Compression Reinforcement (pp. 139-141) Section 4-8: Analysis of Flanged Sections (pp.147-150)Problems: Class problemsHomework 2: pos
UCSD - SE - 151A
Ch. 6 Shear in BeamsReading: Section 6-1: Introduction (p. 233) Section 6-3: Behavior of Beams Failing in Shear (pp. 243-250 not including Section onfiber-reinforced concrete) Section 6-5: Analysis and Design of Reinforced Concrete Beams for Shear AC
UCSD - SE - 151A
Ch. 8 Development of the ReinforcementReading: Section 8-3: Simplified Tension-Development Length Equations (pp.363-366) Section 8-4: Hooked Anchorages (pp. 368-369) Section 8-7: Bar Cutoffs and Development of Bars in Flexural Members(pp. 380-388)P
UCSD - SE - 151A
Ch. 8 Development of the ReinforcementPart 2Ch. 8 Slide1ACI Provisions for Bar CutoffDevelopment of Bars in Flexural Members is given in Ch. 12 of ACIACI-318 recognizes indirectly the flexure-shear interaction in its bar cutoff prescriptiverequirem
UCSD - SE - 151A
Ch. 11 ColumnsReading: Section 11-1: Introduction (pp. 481-483) Section 11-2: Tied and Spiral Columns (pp. 483-488) Section 11-4: Interaction Diagrams for RC Columns (pp. 490-504)Problems: Example 11-1Ch. 8 Slide1Concentric Axial Load Compression
UCSD - SE - 151A
Shear ACI-318 Design Approach for BeamsACI-318: 45o Truss mechanismVn = Vc + Vs1'dVc =fc bw d (normal weight concrete) and Vs = Av fyt up to a poin t6s = 0.75ACI-318 11.4.7.9: Maximum shear resiste d in a section:2'Vs fc bw d = 4Vc3Maximum
UCSD - SE - 151A
Wud- = 900 mmShear force envelope|Vu|454kN385.5kN454kN385.5kN|Vu|d+ = 803 mmddbw = 405 mm5.32m9.14mfc' = 25MPafyt = 414MPa = 0.75d = min(d-, d+) = 803 mmDesign for 3-stirrup zonesPreliminary CalculationsVc =1'1fc bw d =25 405 803
UCSD - SE - 151A
Term Project Shear Slide1ACI & AASHTO ACI and AASHTO have different approaches (andnotation) for the design for shear ACI uses an empirical, and simple, approach based on a45 degree angle truss model. Factor = 0.75. AASHTO follows the latest develo
UCSD - SE - 151A
Design of Reinforced ConcreteSlabsDesign Criteriab= 1 mht=200 mmDesign momentMu = 30 kN-m (Negative moment)Bending moment diagramMaterial Concrete Compressive strength:Modulus of Elasticity:[LRFD C5.4.2.4]f c := 30 M PaE c := 4800 f c M PaE
UCSD - SE - 151A
15500AA60008001600HandrailOverlaytbd1700600tbd14. Structural Analysisb. Girderi.300Model17,50017,500Neoprene bearing3006,8001,60024. Structural Analysisb. Girder30017,05045045017,050300AA6,8001- Element# - Node1,600
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Preliminary Power Plant DesignMAE 110A Design ProjectI. ObjectiveIt is sought to design a 1000 MW power plant for the purposes of passing this class. Asecondary objective is to keep the report to approximately 10 pages in length (excluding titlepage
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UCSD - MAE - 110A
Title :Student Name:_Title Page (5 Pts.):5: Title and rubric present3: Only title present0: Neither title and rubricTotal:Objective (5 Pts.):5: Concise statement, refers to 0.1-0.25 kW of work3: No numerical value in statement0: Does not exist o
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