| Proposal |
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| Seismic Design Factors and Coefficients in Seismic-Force Resisting Systems (Posted May 2005) |
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| SEAOC rho Summary |
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| 1997 UBC Eq. 30-7 and Drift |
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Omega Factor Discussion
updated 11.30.04 |
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| Concrete |
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| Design of Concrete Slabs as Seismic Collectors (Posted May 2005) |
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| Foundation |
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| Micropile Construction, Design and Code Provisions (Draft--posted May 2005) |
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| Seismic Design of Structures on Liquefiable Soils |
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| Tilt-up Wall Connection to Footings |
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| Light Frame |
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| Acceptable Diaphragm-Rigidity Assumptions for Distribution of Horizontal Forces in Light-Frame Construction |
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| Cantilever Column Elements in Light Frame Shear Wall Systems (LRFD) |
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| Cantilever Column Elements in Light Frame Shear Wall Systems (ASD) |
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| Wood |
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Wood-Framed Design in Seismic Areas:
Re-tooling for the 2006 IBC in Light of Current Design Practice
Scope:
This article is focused upon typical light-frame buildings and issues related to the transition to the 2006 IBC from either the 2003 IBC or 1997 UBC. Issues related to the new wind design provisions, essential facilities or structures located in the flood plain are not considered in the article.
revised 10.04.07 |
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| Steel |
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| Commentary on FEMA 350 |
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| Proposal |
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Blue Book Errata No1
Recommended Lateral Force Requirements and Commentary
1999, Seventh Edition |
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| The Seismic Design Manual needs to be purchased from ICBO (800) 284-4404 or www.icbo.org
The following is the errata for each volume of the Seismic Design Manual (1997 UBC version) |
Seismic Design Manual Errata 1 Vol. l (3/1/00)
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Seismic Design Manual Errata 2 Vol. l (11/28/01)
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| Example 29 |
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Seismic Design Manual Errata 1 Vol. ll (9/7/00)
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Seismic Design Manual Errata 2 Vol. ll (11/28/01)
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Seismic Design Manual Errata 1 Vol. lll (12/3/00)
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Seismic Design Manual Errata 2 Vol. lll (12/7/01)
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Seismic Design Manual Errata 1 Vol. l (11/14/07) (2006 IBC)
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Replacement pages |
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Seismic Design Manual Errata 1 Vol. ll (10/29/07) (2006 IBC)
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Seismic Design Manual Errata 1 Vol. lll (10/29/07) (2006 IBC)
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| Proposal |
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| General |
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| CBC 1630.10.2 |
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| 1998 cbc prop rho omni |
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| Concrete |
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| Punching Shear and Drift |
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| Proposal |
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| 011115 Revisions to Section 1617.2.2 SEA IBC 1 |
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| 011115 Revisions to Section 1617.2.2 SEA IBC 8 |
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| 011115 Revisions to Section 1617.2.2 SEA IBC 11 |
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| 2003 Revisions to Section 1617.2.2 rho delta2 |
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| Proposal |
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| Year 2000 comparison of building codes in other countries whose seismic provisions are modeled after the Uniform Building Code (UBC) |
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| Steel |
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| Recommended Provisions for Buckling-Restrained Braced Frames |
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| 1997 UBC Related Questions |
Code Reference |
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| Re-entrant Corners |
97UBC, 1633.2.9 |
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| Re-entrant Corners part ll |
97UBC, 1633.2.9 |
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| Redundancy Factory (3 items) |
97UBC |
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| Shear Wall Deflection |
97UBC, 2315.1 |
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| Vertical Seismic |
97UBC, 1630.1.1 |
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Re-entrant Corners
Question: Design requirements for diaphragms of low-rise buildings having re-entrant corner irregularities (Type 2, Table 16-M) include the loss if the 1/3 increase as specified in Sect. 1633.2.9, item 6. Does it also include the requirements of item 7, and if so, how should this be done? It seems that the intent of this section is that it applies more to buildings without significant stiffness at the outstanding legs of the L, rather than to low-rise tilt-up structures.
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Re-entrant Corners part ll
Question: How do sections 1633.2.6 and 1633.2.9.6 relate. We are currently retrofitting an existing one story tiltup concrete building with a re-entrant corner. We are following the design requirements of section 163.2.6 for the design of collector elements and their connections. If section 1633.2.9.6 were applied, it seems that ASD would be penalized more heavily than LRFD because the duration of load increase is not allowed in the latter section. Also this latter section makes no direct mention of collector elements, while the former does.
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Redundancy Factory (3 items)
Question: What is proper redundancy factor, r, for diaphragms designed in accordance with the 1997 UBC?
Question: In the 1997 UBC, Sec. 1630.1 (page2-13). The redundancy factor, r for "Special Moment-Resisting Frames" (SMRF) is limited to a maximum value of 1.25. Is this also true for the "Special Truss Moment Frame" (STMF)? It is my contention that while the code does not expressly include the STMF, the intent is that it should be limited to Rho= 1.25, due to the similar nature of STMF and SMRF (i.e.: large drifts). Is this a correct interpretation, and is there any literature available to support this contention?
Question: When calculating rmax and r for a two story wood frame structure, how is the factor applied? One interpretation is as follows: The value of ri is calculated in each of the two principal directions of the lateral force resisting system for each story. The largest value of ri, rmax is used to calculate the r factor for the entire structure. This seems too conservative. Download all answers |
Shear Wall Deflection
Question: How can the deflection and rigidity of wood shear walls be calculated? Download |
Vertical Seismic
Question: What is the proper application of the 1997 UBC vertical earthquake term, Ev ?
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Chapter 1 09.03*
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Chapter 2_6.17
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Chapter 2 Rev 22
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Chapter 2 06.30.03*
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Chapter 2 07 24 03
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Chapter 3 08 07 03
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Chapter 3 10.01.03*
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Chapter 4 10 19 03
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Chapter 4 10.05.03*
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Chapter 5
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Chapter 5 _Commentary 10 17 03
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Chapter 5 01.23.03*
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| GSREB draft preface 09 09 03 |
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DSA Division IVR Technical Provisions
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DSA School Rehab
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Part 1
Part 2 |
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Commentary for Chapter 3 Guidelines for Seismic Retrofit of Existing Buildings Prescriptive Provisions for Seismic Strengthening of Cripple Walls and Sill Plate Anchorage of Lightwood-Frame Residential Buildings
Chapter 3 (pdf file) |
| IEBC Code Changes Proposed by EBC Committee. |
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| Earthquake Evaluation and Design for Retrofit of Existing Hospital Buildings |
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