Difference Between Asce 7-05 And 7-10 Seismic

Unless unforeseen circumstances arise, 7-16 is the reference standard for rated loads in the IBC 2018 seismic design provisions.


Amendments to Chapter 14 are excluded from the scope of this article as they concern material-specific seismic design requirements which have not yet been adopted by the IBC.

Difference Between Asce 7-05 And 7-10 Seismic

ASCE 3.7 Structural construction loads provide for reduction factors for construction wind speeds above and below ASCE 7 as a function of the construction time.

Important changes have been made to wind, seismic, and other ASCE 7-10 (referred to in IBC 2012) and ASCE-7-05 regulations.

ASCE 7-05 Seismic PDF
ASCE 7-10 Wind Loads PDF
ASCE 7-05 Load Combinations
ASCE 7 Table C3-1
ASCE 7-02 Wind Speed Map
ASCE 7 Wind Loads
ASCE Seismic Code
ASCE 7-16 Wind Loads PDF

Changes to SEIS and MIC design regulations are the subject of Part 1 of the recently published ASCE (American Society of Civil Engineers) 7 / 10 / 4, which was mentioned in 2012 in IBC5. 

In this issue, the winch designs, seismic designs, and some other provisions of the ASSE 7-05 and 051 standards referred to in IBC issues 20062 and 20093 have been substantially revised.

This seminar not only covers changes in wind and earthquake regulations but also provides a detailed and comprehensive overview of the major changes to the other regulations in ASCE 7. 

These changes include the introduction of performance-based design procedures, improvements to the total structural integrity requirements, revisions to load combinations, new load changes, and snow load regulations. 

Compared to the 2010 and 2005 ASCE 7 edition of ASCE 7 we see significant changes in the layout and format of the load factors used for wind and the basic wind speed maps. 

ASEC 7-16 includes significant changes from ASCE 6.0 in seismic construction, wind design, snow design, and more.

The strength design of wind speed maps reconciles the design approach used for wind with the approach used for seismic loads. 

The ASCE 7 / 10 standard uses a single map that adjusts wind speed for strength based on a wind significance factor (W = 0.77, 0.87, 10, and 11.5) and a wind load factor (16).

As with ASCE SEI 7 and SEI 10, each building risk category has its own final wind speed map based on wind events with different repetition intervals.

The ASD results are used to determine wind buoyancy and resistance values, so a designer using ASCE 7-10 or ASSE 7-16 should adjust the strength value for the ASD value. 

Simply put, 7-11 uses three or four cards based on the strength conception associated with a wind load factor of 10, while ASCE-7-05 uses a single card with a meaning factor of -1.6 and a wind load factor of 16. Simply put, 

ASCE 6-10 uses three cards based on the strength conception (in conjunction with wind load factors 10 for the strength conception, LRFD 0.6 for the payload and ASD), 

while 7-0.5 uses single cards (without significance factor) and a wind load factor of 16 for the strength conception and LRFD 1.0 for the payload and ASD.

By not considering the minimum wind load for ASCE 7 / 10 in the errata in Section 2.7.15, you are suppressing the consideration of the minimum wind pressure of 16 PSF specified in this errata. 

If a member of the design option is not selected to investigate wind drift, the engineer can use a wind load with a short repetition interval to suppress consideration of minimum wind pressures in this case.

With the release of ASCE SEI 7 standard minimum construction load for buildings and other structures in the 2010 version, 

planners and contractors strive to ensure that they set and use correct wind speed and pressure values to correspond to the project, as specified in the construction code and selected construction methods. 

The ASCE 7 (C265-7) commentary table provides a comparison of the strength of constructions based on wind speed with ASCE-7-10 and 7-16 ground winds

 (3-second gusts) mapped to ASCE / 7-05 ground wind speeds (3-second gusts) in addition to a comparison with ASSE-7 (9.3 ground winds, 

faster than a mile ). The gust factor effect is calculated following section 6.58 of ASSE 7-05 and section 2.69 of ASEC 7-10.

The ASCE-7 Minimum Load Standard for buildings and other structures is the standard reference in the IBCs of 2006 and 2009 and was replaced by ASCE-7-10 in 2012. 

The differences in the standard relate to structures in the seismic design categories C, D, E, and FA, and differences are not taken into account in changes to state and local legislation. 

Note that the eventual nominal use of the wind speed charts described in this commentary is ASSE 7-10.

Using the 84th percentile of ground movement (i.e. 180% of the median ground movement for ASCE 7 / 10) would require an increase of the median of ground movement by 180%. 

Observations The following observations are made by comparing the ground movements of ASCE-7 / 10 and ASCE / 7 / 05 (Fig. 

The variation is statistically significant for sites in western, central, eastern, and unified et points: the use of the ASSE 7 / 0.5 

seismic design map results in structures with a uniform Col-Lapse probability, but the probable share of the map's collapse capacity is not uncertain.

You will find that, due to the use of the load combination equation for wind w in seismic, there are several load combination equations for several permeations without taking the load into account. 

If you look closely, you can see that the strength of the wind combination multiplied by 10 is the load factor. Due to the flexible structure and constant gusts, the effect factor (GF) varies with the wind speed.

The probability associated with exact load determination is not taken into account in the ASD method. You will notice that the large load factors found in the LRFD load combination are missing in the ASD version of the eight basic load combination equations. 

When LRFD and LC-2 are used together, the construction load is 1.2 times the dead load and 1.6 times the live load (1.56 Kip).

SIZE 7 defines risk categories as the categorization of buildings and other structures for the determination of floods, wind, snow, ice, earthquakes, and stresses based on the risk of unacceptable performance. 

Risk Category II structures have a reduction of IBC 0.42% that corresponds to a mapped return period of 10, 25, 50, or 100 years (ASCE, Appendix C, Commentary) or a 10-year return period for a wind load at the service level.

Post a Comment

0 Comments