#### Read Steel Frame Design text version

Supplemental Structural Correction Sheet Steel Frame Design

( 99 LABC )

Plan Check No. PLAN DETAILS A. GENERAL

Checked by:

9 1. Column splices shall not be located within 4 feet nor one-half the column clear height of beam-to-column connections, whichever is less. AISC I-8.3a ~ 9 2. Beveled transitions are not required when changes in thickness and width of flanges and webs occur in column splices. AISC I-8.3b. ~ A. SPECIAL MOMENT- RESISTING FRAMES (SMRF) 9 1. The individual thicknesses of column webs and doubler plates, if used, shall not be less than that specified in AISC I-9.3b. ~ 2. Doubler plates shall be welded to the column flanges using either a complete-jointpenetration groove-welded or fillet-welded joint that develops the design shear strength of the full doubler plate thickness. AISC I-9.3c ~

9

9 3. Continuity plates shall be provided to match the tested connection. AISC I-9.5 ~ 9 4. For restrained connections, column flanges at beam-to-column connections require lateral support only at the level of the top flanges of the beams when a column is shown to remain elastic outside of the panel-zone. AISC I-9.7a(1) ~ A. ORDINARY MOMENT- RESISTING FRAMES (OMRF) 9 1. Partial-joint-penetration groove welds and fillet welds shall not be used to resist tensile forces in the connections.~ 9 2. When fully restrained moment connections are made by means of welds of beam flanges or beam-flange connection plates directly to column flanges, continuity plates shall be provided to transmit beam flange forces to the column web or webs. Such plates shall have a minimum thickness equal to that of the beam flange or beam-flange connection plate. AISC I-11.3 ~ 3. Welded joints of the continuity plates to the column flanges shall be made with either complete-joint-penetration groove welds combined with reinforcing fillet welds, or twosided fillet welds and shall provide a design strength that is at least equal to the design strength of the contact area of the plate with the column flange. AISC I-11.3 ~

9

LADBS-Corr.Lst.44 (5/2001)

1 of 9

www.ladbs.org

D. ORDINARY & SPECIAL CONCENTRICALLY BRACED FRAMES (OCBF/SCBF) 9 1. K-Type brace frames are not permitted, except as per AISC I-14.5 & C14.4b ~

9 2. Bolted stitches in the built-up braces of SCBF shall not be located in the middle onefourth of the clear brace length. AISC I-13.2e ~ 9 3. In a V-type and inverted V-type brace frame, a beam that is intersected by braces shall be continuous between columns. AISC I-13.4a/I-14.4a ~ E. ECCENTRICALLY BRACED FRAME (EBF) 9 1. Web shall be single thickness without doubler-plate reinforcement & without penetration. 9 2. Provide full-depth web stiffeners on both sides of the link web at the diagonal brace ends and at intermediate locations of the link, as per AISC-15.3a & 15.3b.~ 9 3. The intersection of the centerlines of the diagonal brace and the beam outside the Link shall be at the ends of the Link or in the Link. AISC-15.6c.~ 9 4. Beam-to-column connections away from Links are permitted to be designed as pinned in the plane of the web. AISC-15.7 ~

CALCULATIONS A. GENERAL 9 9 1. The total static design base shear in a given direction shall be determined per 91.1630.2.~ 2. In addition to the load combinations listed in 91.1612, the amplified horizontal earthquake load shall also be used if required by 91.1630.3.1. In addition to the load combination specifies in 91.1612, load combinations using the amplified horizontal earthquake load shall be evaluated per AISC I-4.1 as follows:~ 9 a) 1.2D + 0.5L + 0.2S + SoQE, where the load factor on L in this load combination shall equal to 1.0 for garages, areas occupied as places of public assembly and all areas where the live load is greater than 100 psf.~ 9 b) 0.9D - SoQE~ 9 3. The drift or horizontal displacements of the structure shall be computed as required in 91.1630.9.1 and shall be amplified as required in 1630.9.2. Story drift limits shall be determined as specified in 91.1630.10.~

9 4. Orthogonal earthquake effects shall be included in the analysis as required in 91.1633.1.~ 9 5. Required strength of a connection or related member by using LRFD shall be determined from the Expected Yield Strength Fye of the connected member. AISC I-6.2 The design strength of structural steel members and connections by using ASD shall be determined per AISC III-4.3.~

LADBS-Corr.Lst.44 (5/2001) 2 of 9 www.ladbs.org

9 6. When Pu/f Pn for columns is greater than 0.4, the requirements in AISC I-8.2 must be satisfied.~ 9 7. The R value used to determine the base shear shall not be greater than the least R value of the different structural systems as specified in 91.1630.4.4.~ 8. Foundation of the steel frame shall be designed to resist applicable sliding shear, uplift force, and/or moment.~ B. SPECIAL MOMENT- RESISTING FRAMES (SMRF) 9 1. The specified minimum yield strength of steel to be used for members, excluding columns, in which inelastic behavior is expected under the load combinations shall not exceed 50 ksi. AISC I-6.1~ 2. The design of all beam-to-column joints and connections shall be based on qualifying cyclic test results in accordance with AISC Appendix S that demonstrate an inelastic rotation of at least 0.03 radians. Qualifying test results shall consist of at least two cyclic tests meeting requirements per AISC I-9.2a~

9

9

9 3. Beam-to-column connection testing shall demonstrate a flexural strength that is at least equal to the nominal plastic moment of the beam, Mp, at the required inelastic rotation. AISC I-9.2b~ 9 4. The required shear strength Vu of a beam-to-column connection shall be determined using the load combination 1.2D + 0.5L + 0.2S plus the shear resulting from the application of 1.1RyFyZ in the opposite sense on each end of the beam. AISC I-9.2c~ 9 5. The required shear strength Ru of the panel-zone need not exceed the shear force determined from 0.8 time SRyMp of the beams framing to the column flanges at the connection. AISC I-9.3a~ 9 6. Columns with width-thickness ratios less than or equal to 1.25 and beams shall comply with ? p in Table I-9-1 in Seismic Provisions for Structural Steel Buildings. AISC I-9.4b~ 9 7. Column-beam moment ratio shall be greater than 1.0 as required in AISC I-9.6.~ 9 8. For restrained connections, the requirements shown in AISC I-9.7a(2) shall be followed for columns which cannot be shown to remain elastic outside of the panel-zone.~ 9 9. For unrestrained connections, a column containing a beam-to-column connection with no lateral support transverse to the seismic frame at the connection shall be designed using the distance between adjacent lateral supports as the column height for buckling transverse to the seismic frame. AISC I-9.7b~ 9 10. Both flanges of beams shall be laterally supported directly or indirectly. The unbraced length between lateral supports shall not exceed 2500ry /Fy. AISC I-9.8~

LADBS-Corr.Lst.44 (5/2001) 3 of 9 www.ladbs.org

9 11. R value used in determining the base shear shall not exceed 8.5 per Table 16-N.~ C. ORDINARY MOMENT- RESISTING FRAMES (OMRF) 9 1. Fully restrained moment connections that are part of the Seismic Force Resisting System shall be designed for a required flexural strength Mu that is at least equal to 1.1RyMp of the beam or girder or the maximum moment that can be delivered by the system, whichever is less. AISC I-11.2a(1)~ 9 2. For fully restrained moment connections, the required shear strength Vu of a beam-tocolumn connections shall be determined using the load combination 1.2D + 0.5L + 0.2S plus the shear resulting from Mu. AISC I-11.2b~ 9 3. For partially restrained moment connections, Vu shall be determined from the load combination 1.2D + 0.5L + 0.2S plus the shear resulting from the maximum end moment that the partially restrained moment connections are capable of resisting. AISC I-11.2b~ 9 4. R value used in determining the base shear shall not exceed 4 per Table 16-N.~ 9 5. Structure with OMRF is limited to a height of 35 feet unless otherwise permitted. (Table 16-N, footnote 6)~ D. SPECIAL CONCENTRICALLY BRACED FRAMES (SCBF) 9 1. Bracing members shall have Kl/r < 1000//Fy . AISC I-13.2a ~ 9 2. The required strength of a bracing member in axial compression shall not exceed kcPn. AISC I-13.2b ~ 9 3. Along any line of bracing, braces shall be deployed in alternate directions such that, for either direction of force parallel to the bracing, at least 30% but no more than 70% of the total horizontal force is resisted by tension braces. AISC I-13.2c ~ 9 4. Width-thickness ratios of stiffened and unstiffened compression elements of braces shall meet the requirements on LRFD Specification Table B5.1 and the requirements in AISC I-13.2d. ~ 9 5. Design the stitches of a built up member for a minimum shear strength equals to the design tensile strength of the each element. The spacing of the stitches shall be uniform and not less than two stitches shall be used. Bolted stitches are not permitted within onefourth of the clear brace length. AISC I-13.2e ~ 9 6. Distribute stitches uniformly over the length of a built-up brace member such that the slenderness ratio l/r of individual elements between the stitches does not exceed 0.4 times the governing slenderness ratio of the entire member. AISC I-13.2e ~ 9 7. Design the bracing connection (including beam-to-column connection if part of the bracing system) for the least of the following:

LADBS-Corr.Lst.44 (5/2001) 4 of 9 www.ladbs.org

9 a) minimum nominal axial tensile strength of the bracing member, RyFyAg; 9 b) the maximum force, indicated by analysis, that can be transferred to the brace by the system. (AISC I-13.3a ~) 9 8. Verify that the minimum tensile strength of the bracing member, ktPn, is the least value obtained according to the limit states of yielding as follows: 9 a) for gross section yielding: 0.9FyAg 9 b) for fracture in the net section: 0.75FuAe. (AISC I-13.3b ~) 9 9. Address the design flexural strength of the bracing connection in the direction the brace will buckle. The minimum desired strength shall be equal to or greater than the expected nominal flexural strength of the brace 1.1RyMp about critical buckling axis of the brace (see exceptions). AISC I-13.3c ~ 9 10. The design of gusset plate of the bracing connection shall include consideration of buckling. AISC I-13.3d ~ 9 11. In a V-type and inverted V-type bracing, a beam that is intersected by braces shall be designed to meet the following: 9 a) support the effects of all tributary dead and live loads from LRFD Load Combinations A4-1, A4-2 and A4-3 assuming that the bracing is not present; 9 b) resist the effects of LRFD Load Combinations A4-5 and A4-6 except that load Qb shall be substituted for the term E. 9 c) the top and bottom flanges at the point of intersection of braces are able to support a lateral force that is equal to 0.2Fybftbf. AISC I-13.4a ~ 9 12. Design column splices to develop at least the nominal shear strength of the smaller connected member and 50% of the nominal flexural strength of the connected section. AISC I-13.5b ~ 9 13. Use R value of 6.4 for the base shear determination. Table 16-N ~

E. ORDINARY CONCENTRICALLY BRACED FRAMES (OCBF) 9 1. Bracing members shall have Kl/r < 720//Fy . AISC I-14.2a ~ 9 2. The required strength of a bracing member in axial compression shall not exceed 0.8 time kcPn. AISC I-14.2b ~ 9 3. Along any line of bracing, braces shall be deployed in alternate directions such that, for either direction of force parallel to the bracing, at least 30% but no more than 70% of the total horizontal force is resisted by tension braces. AISC I-14.2c ~ 9 4. Width-thickness ratios of stiffened and unstiffened compression elements in braces shall meet the requirements in LRFD Specification Table B5.1 and the requirements in AISC I-14.2d ~

9

5.

Design the first bolted or welded stitch on each side of the mid-length of a built up

5 of 9 www.ladbs.org

LADBS-Corr.Lst.44 (5/2001)

member for a minimum shear strength equals to 50% of the nominal strength of the adjacent element. Not less than two stitches shall be use and shall be equally spaced about the member centerline. AISC I-14.2e ~ (welded stitches are recommended)

~

6. Design the bracing connection (including beam-to-column connection if part of the bracing system) for the least of the following: 9 a) minimum nominal axial tensile strength of the bracing member, RyFyAg; 9 b) the force in the brace that results from the Load Combinations of AISC I-4.1; or 9 c) the maximum force, indicated by analysis, that can be transferred to the brace by the system. (AISC I-14.3.a ~) 7. Verify that the minimum tensile strength of the bracing member, ktPn, is the least value obtained according to the limit states of yielding as follows: 9 a) for gross section yielding: 0.9FyAg 9 b) for fracture in the net section: 0.75FuAe. (AISC I-14.3b ~) 8. Address the design flexural strength of the bracing connection in the direction the brace will buckle. The minimum desired strength shall be equal to or greater than the expected nominal flexural strength of the brace 1.1RyMp about critical buckling axis of the brace (see exceptions). AISC I-14.3c ~

~

~

9 9. The design of gusset plate of the bracing connection shall include consideration of buckling. AISC I-14.3.d ~

~

10. In a V-type and inverted V-type bracing, a beam that is intersected by braces shall be designed to meet the following: 9 a) support the effects of all tributary dead and live loads from LRFD Load Combinations A4-1, A4-2 and A4-3 assuming that the bracing is not present; 9 b) resist the effects of LRFD Load Combinations A4-5 and A4-6 except that load Qb shall be substituted for the term E. 9 c) the top and bottom flanges at the point of intersection of braces are able to support a lateral force that is equal to 0.2Fybftbf. AISC I-14.4a ~ 11. OCBF in roof Structures and in buildings two stories or less in height may be designed without the requirements listed above (items 1 thru 6) and the requirements of AISCI.14.4, provided that the member and connection strength is determined by the load combinations as required in AISC I-4.1 ~ 12. Use R value of 5.6 for the base shear determination. Table 16-N ~

~

~

F. ECCENTRICALLY BRACED FRAMES (EBF)

~ ~ ~ ~

1. Link members shall comply with the width to thickness ratio per AISC Table I-9-1 ~ 2. The minimum yield strength of the Link member shall not exceed 50 ksi. AISC I-15.2b ~ 3. The required shear strength of Link members Vu shall not exceed kVn. AISC I-15.2d ~ 4. If the required axial strength Pu in a Link member exceeds 0.15Py (0.15Fy Ag), the

6 of 9 www.ladbs.org

LADBS-Corr.Lst.44 (5/2001)

following shall be met: 9 a) the design shear strength of the link shall be the lesser of kVpa or 2 kMpa/e. AISC I15.2f.1 ~ 9 b) the length of the link shall be limited per AISC I-15.2f.2 ~

~

5. Limit the link rotation angle to the following, when the total story drift is equal to the design story drift ª: 9 a) 0.08 radians for link length #1.6Mp/Vp, 9 b) 0.02 radians for link length $2.6Mp/Vp, 9 c) shall be determined by linear interpolation for link length between 1.6Mp/Vp and 2.6Mp/Vp. AISC I-15.2g ~ 6. Use R value of 7 for the base shear determination. Table 16-N ~ 7. Design the beam-to-column connection away from the link. The connection shall have the strength to resist two equal and opposite forces of at least 2% of the beam flange nominal strength (0.02Fybf tf). AISC I-15.2g ~ 8. Design column per LRFD load combination A4-5 & A4-6. ~ 9. Provide intermediate web stiffeners at the Link. Web stiffeners shall meet the design requirements as per AISC I-15.3b ~ 10. Design the weld connection between the Link stiffener and the Link web as per AISC I15.3c ~ 11. Design the link-to-column connection based upon cyclic test results as per AISC 9.2a & 9.2b, with an inelastic rotation angle as per AISC I-15.2g. AISC I-15.4a ~ 12. Provide lateral support at top and bottom flanges of the Link ends. End lateral support shall have a design strength of 6% of the nominal Link flange strength (0.06RyFybf tf). AISC I-15.5 ~ 13. Design the diagonal brace outside of the Link for the minimum axial and flexural forces generated by the 125% of the shear strength of the Link (1.25RyVn) but not less than the design strengths as per LRFD Specs Chapter H (including Appndx. H3). AISC I-15.6a ~ 14. Design the beam outside the Link for minimum strength of 110% of the shear strength of the Link (1.1RyVn). AISC I-15.6b1 ~ 15. Provide and design lateral support at top and bottom flanges of the beam outside the Link for a minimum strength of 0.02Fybf tf. Lateral support may be eliminated if analysis demonstrate that the beam is stable. AISC I-15.6b2 ~ 16. Design the diagonal brace-to-beam connection at the Link end for a minimum required strength equivalent to the strength of the brace. AISC I-15.6d ~ 17. Show width-thickness ratio of the brace that satisfies ?p in LRFD specification Table

7 of 9 www.ladbs.org

~ ~

~ ~

~

~

~

~

~

~

~

~

LADBS-Corr.Lst.44 (5/2001)

B5.1. AISC I-15.6e ~

~

18. Design the beam-column connection away from the Link to resist rotation about the longitudinal axis of the beam. Rotation shall be based on a force couple of at least 0.02Fybf tf acting laterally on the beam flanges. AISC I-15.7 ~

NOTES ON PLANS A. General 9 1. The seismic design, fabrication, and erection of structural steel shall be in accordance with Part I (LRFD) and Part III (ASD) of the Seismic Provisions for Structural Steel Buildings, April 15, 1997, published by the American Institute of Steel Construction (AISC). These provisions shall be applied in conjunction with Chapter 22, Division II. 91.2210.~ 9 2. Welding shall be performed in accordance with a Welding Procedure Specification (WPS) as required in AWS D1.1 and approved by the Engineer of Record. Specify the required "Welding Procedure Specification" on plans.~ 9 3. All complete-joint-penetration groove welds used in the Seismic Force Resisting System shall be made with a filler metal that has a minimum CVN toughness of 20 ft-lbs at minus 20E F.~ 9 4. Discontinuities in weld created by errors or by fabrication or erection operations, such as tack welds, erection aids, air-arc gouging and flame cutting, shall be repaired as required by the Engineer of Record.~ 9 5. All bolts used as a part of the seismic force resisting system shall be fully tensioned high strength bolts.~ 9 6. The specification and Fabrication for steel frames shall comply with attached Welding and Fabrication procedures. B. SPECIAL MOMENT- RESISTING FRAMES (SMRF) 9 1. Abrupt changes in beam flange area are not permitted in plastic hinge regions. AISC I9.4a (SMF)~ C. ORDINARY MOMENT- RESISTING FRAMES (OMRF) 9 1. For connections with welded flange joints, weld backing and run-off tabs shall be removed and repaired including the use of a reinforcing fillet weld, except that the topflange backing is permitted to remain in place if it is attached to the column flange with a continuous fillet weld on the edge below the complete-joint-penetration groove weld.~ D. SPECIAL CONCENTRICALLY BRACED FRAMES (SCBF) 9 1. Splices shall be located in the middle 1/3 of the column clear height. AISC I-13.5b ~

LADBS-Corr.Lst.44 (5/2001) 8 of 9 www.ladbs.org

E. ECCENTRICALLY BRACED FRAMES (EBF) 9 1. No part of the brace-to-beam connection shall extend over the Link length. If the brace resists a portion of the Link end moment, the connection shall be designed as an FR moment connection. AISC I-15.6d ~

LADBS-Corr.Lst.44 (5/2001)

9 of 9

www.ladbs.org

#### Information

##### Steel Frame Design

9 pages

#### Report File (DMCA)

Our content is added by our users. **We aim to remove reported files within 1 working day.** Please use this link to notify us:

Report this file as copyright or inappropriate

908852