AISC Seismic Design Manual 2nd Edition (mashuementhampkeg.ml) - Ebook download as PDF File .pdf), Text File .txt) or view presentation slides online. Seismic design. stnJction of structural steel and it is especially fitting that the 2nd Edition of the AISC L Seismic Design Manual be dedicated to the memory of Clarkson W. AISC Seismic Design Manual AISC - Design Guide 04 - Extended End-Plate Moment Connections Solved Seismic Design Problems, 4th Edition.
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New Edition Coming Soon! The Third Edition Seismic Design Manual will be arriving in early September with a new, lower price of $ for members and $ Download AISC Seismic Design Manual - Civil Engineering Buddy. Examples are shown with LRFD and ASD design methodologies side-by-side Download Foundaiton Design and Construction Handbook by Tomlinson PDF Free Download Civil Engineering Formulas, Tyler Hicks, 2nd Edition (). The 2nd Edition AISC Seismic Design Manual is now available. This new edition includes: 's of pages of comprehensive design examples, including.
Configurations There is.. Extensive design and performance experience with this Fourteen configurations arc given based upon the minimum scisffiic weld access bole pro- type of construction in Japan clearly indicates that composite systems.
A workable seismic access hole configuration from Table is given. It is generally anticipated that the dverall behavior of the composite systems herein will be similar to that for counterpan struc- Table This table is intended to be used in conjunction with Table for quick selection of weld access hole geometry for wide-flange beams when the special seismic weld access ent rigidity and toughness.
W-Shapes " in the structure. JI structure has adequate strength. For instance. When using elastic analysis. The nominal axial yield strength of a member. A wide-flange section satisfies these requirements if its flange and weh other parts of this Manual. Table for a summary of the member ductility requirements for the SFRS in the AISC lems presented were developed to be companions to the example problems presented in Seismic Provisions.
It Careful attention to all aspects of the design is necessary in the design of composite sys- should be noted that the geometries shown in Table represent only one set of configura- tems. F-0r a general discussion of these issues Provisions Section El.. G and H of in conventional ways. When systems have both ductile and nonductile elements. Summary of Member Ductility Requirements tural steel systems or reinforced concrete systems and that inelastic deformations will occur Ductility requirements are summarized for SFRS members per Chapters E.
The special seis- not necessarily be treated as design standards. Where possible. See Specification relative toeach specific building system. Except where explicitly stated.
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Where a dash is shown. For cases where the limiting web width-to-thickness ratio is a function of th illustrated in the example problems in Part 4 of this Manual. Yamanouchi et al. Composite connection details are illustrated throughout this Manual to convey the basic character of the force transfer in composite systems.
Other connections. Composite systems have been extensively used in tall buildings throughout the world. I ductiJe elements remain noniinally elastic.
Because composite systems are comprised of integrated steel sod concrete components. The design and construction of composite elements and systems continues to evolve in practice. Angle Legs in Compression 01agona1 0. Note th. F1 ffi C.. Where Segment. For c. Q b ChOfds in o. STMf SP. Lb mo. Webs in. EBF o. Chords In bit JE IF.
Table a. Rectangular HSS Table Sections That Satisfy Seismic. Note that round HSS sections tlut do not satisfy r: Id sq.. Olt D. Diagonal Brace.
Table 1-C in Compression limiting. Note I. A rectangular or square HSS s.
Steel Con. ATSC b. West Conshohocken. Structural Welding Code-Steel.. Falls Cl urch. International Code Council Fannington Hi Js.
Structural Welding Code-Seismic Supplement. American Institute of Steel Construction. American Institute of Steel Construction.. Note that pipe that do not satisfy either moderately or highly ductile width-to- American Institute of Steel Construction. Strength o!
. . : ..un \E!<'.1i1;lv-... . ,.:._ , ;.,., ,.,,.
Steel Headed Stud Anchors Chicago. Building Code Requirements for Structural Concrete. HS and H6 is also given in Table American Concrete Institute. RCSC ASTM International. American Welding Society. This table provides the nominal shear strength ASCB Nominal horizontal shear strenglh values are presented based upon the position o f lhe steel anchor. I cial seismic force resisting systems designed for the amplified seismic load.
Dynamics of Sb-uctures: Theory and Applications to Earthquakt Engineering. The nominal shear strength of steel headed stud anchors is given in Table AISC c. Design Coefficients and Factors for Steel and Deierlein. Seismic Provi.
FEMA ASTM Eael. FEMA P According to the. Upper Saddle River. ACJ Prentice Hall. Prequalified Connections for SpecW. Hole Configurations..
ES Vicsi. SM subdause 6. Table Yamanouchi. I degrees In. Composite Construction: Sa F3. Composite lntennediate Moment Frames. Sa - C-IMF. Sb HS. Sa ES..
DuCtility I l. Sa c--OMF Ouctile Dui: S semems.
I' That Satisfy Seismic I I. Table continued. Braces Columns Beams 'Au A. I x x IOA I Sections: That Satisfy: Thickness Requirements. I F x x Nola 1: Unks in EBF Illa! F x x BI x50 Wl8x Table continued Table continued Sections.
HBE I. Braces Braces Columns Beams 'J.. S W14x Nate 1: Table continued ':: Columns Beams. Aor S; x40 W12x35 x Unks In EBF that meet t! I Pu,. Wllx2l xl8. Braces Braces Braces. Braces Columns Braces Braces Columns. II L6x6x Columns Braces. Pipe 5 Std. Pipe 2 xx-Strong. Pipe xx-Strong. Pipe 12 x. Pipe 5 x-Strong x0. Pipe Std.
Pipe 31'2 Std. Pipe 1 Std. Pipe x-Strong x0. Pipe 8 x-strong x0. I I Sections abo sat!
AISC Seismic Design Manual
R' strength Factor. Se1'ic Design Category Coeff. Deflection tndudlng Structural Mod. Umlts In ft' Mod.. Height Umlts Diaphragms for Tbree-Dimension: L Mod Nonbuildlng Structure Type Coeff. Column Bases and Foundations..
Steel ordinary concentrically braced Effective Length Method Steel special concentrically braced '. In ft' I Elastic Inelastic and Plastic Analysis.. Structures Similar. NL Nl Moment-resisting frame sr.. Column Bases and Foundations PART 2: Seismic Design Category Capacity Design The adjacent sis may include static or dynamic nonlinear methods that provide infoml3tion on tbe nonyielding members and connections are then protected be.
In many instances. Chapter C of the AJSC Seismic Provisions requires that analysis of a structure for strength scribe where to apply the overstrength factor or. In itS most simple fonn. The ing of the structure's behavior under design earthquakes.
For some structures. Many of the ductile design mecha- 2. Since the results of seismic analysis inherently depend on the Provisions Commentary Section A3. Accepted design practice and Inelastic Design. Capacity Design Amplified seismic loads are defined u. How this energy dis. The results horizontal ground motion i. AdditjoiJal discussion can be found in Wilson and HabibuUah The SFRS also second-order effects..
L are tlsed to represent partially restrained connections. This approach typically captures only the P-A effect. The intent of this reduction is to as that provided by che gravity system. When permitted by Section A three-dimensional mathematical model can be developed that captures all loading conditions or. SEI 7. In spedfic cases. In this melhod. This C2 and C3. Some dueetly!. Section 7. There are different methods by which to address sec- ond-order effects.
Although a. It incremental loading. The provisions for performing th. The same procedure is followed in regards to a drift analysis. Models can be simple such As such. Wbere the flexural stiffness of a col.: Though the scaling of drifts is not required unless assigned to n certain seismic design category. Oeterleio ct al. With this approach. No further second-order analysis is necessary. Note that ti: It is permitted to use K 1.
Appendix 7. PEER The stability coefficient. The flexural stiffness. For a steel beam with a com. In modeling moment or bracer. C-B-4 li the reduction in the modulus of elasticjty. It in. For steel beams with a composite slab.
If composite action is taken into account. I distribution corresponding to tbe ultimate nominal strengths of each component can be used to compute a lower-bound elastic moment of inertia. Reduced stiffness for all members contributing to the lat. For concrete. The axiafstiffness can be taken as The stiffness properties of steel members acting compositely with concrete should include the following applicable effects: For sunplibty.
Connections and panel zones can contribute significantly to the overall l:: C slmining the member undergoes. R mate the effects of panel zone flexibility reasonably well for elastic analysis see Figure 8c Example 4. The stiffness. It is also common not to explicitly model the RBS and to use included by modeling partially rigid end offsets. For composite and experimenml test data. If a prismatic section is used. J modeled to address their flexibility. Several panel reduced stiffness..
The flange width. Eltff answer will depend on lhe gusset connection detailing. The ". Full rigidity: Assumes same column depth at both ends of beam Column base modeling is a function of frame mechanics. A common question regarding connection deformations in braced frames is whether the tion such as bolt slip. Similar to beam-to-column joints in moment frames. Modeling end offse1s aJ panel Z. That is. For nonlinear resp'.
For composite con- E stniction. The beam-to-column connec- tion where a brace member intersects can be modeled as a fully restrained connection: Such an approach may be warranted when accounting for I.
A mathematical model is commonly analyzed as a fully constructed. A disadvantage of this model is that the magnitude of lhe Gravity Loads in Diagonal Braces and Special. Plate Shear Walls I. In its fundamental form.
Capturing the required magnitude of the axial force io a three-dimensional analysis can be more challeng- sions have been developed based on this concept. This assumption simplifies calculations because the diaphragm moves as a rig.
For flexible diaphragms. This is particularly true for the distribution of self-weight in braced frames a given story and the total mass can be assumed to be lumped at the' cemer of mass. This practice is not. Membranes differ. The effect of this node lock will increase forces carried by diagonal members between diaphragms. The diaphragm model used in analysis should rea listically model the diaphragm's in- plane stiffness and the distribution of lateral forces.
Caution should be exer. In completed after the surrounding framing and floor system is constructed and at differem either model. Another consideration is clifferentjal settlement of vertic force-resisting systems under dead load effects.
Though this is more related to analysis than modeling. Many of the capacity design analysis pro'.
Diaphragms for Three-Dimensional Analysis Diaphragms. Another alternative is to release nodes from the diaphragm constrrunt. In-plane stiff. Alternative l: Federal Emc: National Institute of Standards and Technology. FEMA a. Federnl Emergency Management Agency. Amencan Jnsutu1c of Steel Construction. Federal Emergency Management Agency.
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You can change your ad preferences anytime. Upcoming SlideShare. Like this document? Break all flame-cut and sheared edges. It is generally viewed as a simple process, and the equipment and consumables are relatively inexpensive. Grind all sharp edges off of the sheared plates and punched holes.
Surface preparation is the essential first stage treatment of a steel substrate before the application of any coating, and is generally accepted as being the most important factor affecting the total success of a corrosion protection system. The type nicks. Welding procedure and sequence shall conform to AWS B2. Shop-paint structural steel, except those members or portions of members to be embedded in concrete or mortar, or enclosed by interior finish material.
The I beam is cut with the flange stopping short of the connection. Cut, drill, or punch holes perpendicular to meted surfaces. Other items as listed in Section 2. Do not paint surfaces which are to be welded or high-strength bolted with friction-type connections. Weld in accordance with requirements of Usually it's bolted together, round holes in the I beam and slotted holes, horizontally in the tab that welds on to the vertical member.
In this case, heat is applied in triangular areas on the edge opposite to the flame cut edge. Flame cut holes are not permitted 2. Plate steel is widely used in a variety of end-user markets. Holes For Other Work: Provide holes required for securing other work to structural steel framing. An oxy-fuel torch can cut through very thick plate, limited primarily by the amount of oxygen that can be delivered. If you "heard" it on the internet, it's guilty until proven innocent.
Visit NAP. APA, Inc. Adjusting: The AASHTO specifications for highway bridges require the minimum distance from the center of any bolt in a standard hole to a sheared or flame-cut edge to be as shown in Table 5.
This martensite transformation along the inevitable roughened surface promotes crack 3. Fisher This work was carried out as part of the Large Bolted Connections Project sponsored financially by the Pennsylvania Department of Highways, the Department of Transportation - Bureau of Public Roads, and the Research Council on Riveted and Bolted Holes for Other Work: Provide holes required for securing other work to structural steel framing, and for passage ofother work through steel framing members, as shown on final shop drawings.
To the maximum extent possible, the Guide was written in a generic style, but, inevitably, at many locations reference was made to the design rules provided by the AISC.
Base plate Holes: Cut, drill, mechanically thermal cut, or punch holes Section Cut or drill holes perpendicular to metal surfaces unless otherwise indicated on Contract Documents. If the anchor rods are to come in contact with your base plate, these holes should be drilled, not cut.
Along with plate washes, a standard washer shall be used on each anchor bolt. Holes in base or bearing plates shall be drilled. Do not flame cut aluminum alloys. Provide holes required for securing other work to structural steel framing and for passage of other work through steel framing members, as shown on Shop Drawings. Shop paint all structural steel. The American Institute of Steel Construction specifically requires that bolt holes be reamed or drilled for many of the reasons stated above.
The next chemical used is pickling acid, which removes mill scale and rust oxides from the How to Ream a Hole. Thermal Cutting Steel materials with a C-content of up to approx. Extent of structural steel work is shown on drawings, including schedules, notes and details to show size and location of members, typical connections and type of steel required.
All punched holes and sheared or flame cut edges of material in members subject to calculated stress shall be clean and free from notches and burred edges.
West, P. Flame burning is not allowed to cut holes or enlarge holes in structural steel with the exception of using flame burning to remove excessive material prior to finishing the parts with machine tools.
Baseplate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicular to 3. For plate to be utilized, it must be further processed after shipment from the steel mill. Reamers are wood and metalworking tools that come in a large variety of sizes, types, and metals. The quality of your cuts won't be as critical as the round holes you will need in the I beam and the tabs.Shear rupture on net section ASD o.
Providing different sized boles ii The QAP should be prepared by the engineer of record and made a part of the contract documents. See AWS Dl. There are different methods by which to address second-order effects. Part 8 discusses other systems, such as. Relationship between R. Braced frome elevation for Examples I Technology Council and l.
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