Asce 31 basic checklist w2: Wood Frames, Commercial and Industrial



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ASCE 31 BASIC CHECKLIST W2: Wood Frames, Commercial and Industrial




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BUILDING system

  

4.3.1.1

LOAD PATH: The structure shall contain a minimum of one complete load path for Life Safety and Immediate Occupancy for seismic force effects from any horizontal direction that serves to transfer the inertial forces from the mass to the foundation.

All building wings/sections have complete load path.

  

4.3.1.3

MEZZANINES: Interior mezzanine levels shall be braced independently from the main structure, or shall be anchored to the lateral-force-resisting elements of the main structure.

Mezzanine of 1970s addition connected to main structure.

  

4.3.2.1

Weak Story: The strength of the lateral-force-resisting system in any story shall not be less than 80% of the strength in an adjacent story, above or below, for Life-Safety and Immediate Occupancy.

One story building.

  

4.3.2.2

SOFT STORY: The stiffness of the lateral-force-resisting system in any story shall not be less than 70% of the lateral-force-resisting system stiffness in an adjacent story above or below, or less than 80% of the average lateral-force-resisting system stiffness of the three stories above or below for Life Safety and Immediate Occupancy.


One story building.

  

4.3.2.3

Geometry: There shall be no changes in horizontal dimension of the lateral-force-resisting system of more than 30% in a story relative to adjacent stories for Life Safety and Immediate Occupancy, excluding one-story penthouses and mezzanines.

One story building.

  

4.3.2.4

Vertical DISCONTINUITIES: All vertical elements in the lateral-force-resisting system shall be continuous to the foundation.

All shearwalls are continuous to foundation.

  

4.3.2.5

Mass: There shall be no change in effective mass of more than 50% from one story to the next for Life Safety and Immediate Occupancy. Light roofs, penthouses and mezzanines need not be considered.

One story building.

  

4.3.3.1

Deterioration of Wood: There shall be no signs of decay, shrinkage, splitting, fire damage, or sagging in any of the wood members and none of the metal connection hardware shall be deteriorated, broken, or loose.

No deterioration observed.


  

Unknown


4.3.3.2

WOOD STRUCTURAL PANEL SHEAR WALL FASTENERS: There shall be no more than 15% of inadequate fastening such as overdriven fasteners, omitted blocking, excessive fastening spacing, or inadequate edge distance. This statement shall apply to the Immediate Occupancy Performance Level only.

Nailing of panels and interior wall blocking could not be observed.







lateral-force-resisting system

  

4.4.2.1.1

REDUNDANCY: The number of lines of shear walls in each principal direction shall be greater than or equal to 2 for Life Safety and Immediate Occupancy.

Each wing/section of the building had at least two lines of shearwalls.

  

4.4.2.7.1

SHEAR STRESS CHECK: The shear stress in the shear walls, calculated using the Quick Check procedure of Section 3.5.3.3, shall be less than the following values for Life Safety and Immediate Occupancy:

Structural panel sheathing: 1000 plf

Diagonal sheathing: 700 plf

Straight sheathing: 100 plf


All other conditions: 100 plf


Both directions have > 500plf. Most walls are Wall Board or plaster w/ allowable = 100plf.

  

4.4.2.7.2

STUCCO (EXTERIOR PLASTER) SHEAR WALLS: Multistory buildings shall not rely on exterior stucco walls as the primary lateral-force-resisting system.

No Stucco walls.

  

4.4.2.7.3

GYPSUM WALLBOARD OR PLASTER SHEAR WALLS: Interior plaster or gypsum wallboard shall not be used as shear walls on buildings over one story in height with the exception of the uppermost level of a multistory building.

One story building.

  

4.4.2.7.4

NARROW WOOD SHEAR WALLS: Narrow wood shear walls with an aspect ratio greater than 2 to 1 for Life Safety and 1.5 to 1 for Immediate Occupancy shall not be used to resist lateral forces developed in the building in levels of moderate and high seismicity. Narrow wood shear walls with an aspect ratio greater than 2 to 1 for Immediate Occupancy shall not be used to resist lateral forces developed in the building in levels of low seismicity.

Several piers of one wing of building do not meet aspect ratios. These wings do have at least one pier that meets aspect ratio, but this one panel would likely be overloaded if all the non-conforming panels were not utilized, and the conforming panel is not likely structural panel sheathing (see 4.4.2.7.7).


  

4.4.2.7.5

WALLS CONNECTED THROUGH FLOORS: Shear walls shall have interconnection between stories to transfer overturning and shear forces through the floor.

One story building.

  

4.4.2.7.6

HILLSIDE SITE: For structures that are taller on at least one side by more than half of a story due to a sloping site, all shear walls on the downhill slope shall have an aspect ratio less than 1 to 1 for Life Safety and 1 to 2 for Immediate Occupancy.

Level site.

  

4.4.2.7.7

CRIPPLE WALLS: Cripple walls below first floor level shear walls shall be braced to the foundation with wood structural panels.

No cripple walls.

  

4.4.2.7.8

OPENINGS: Walls with openings greater than 80% of the length shall be braced with wood structural panel shear walls with aspect ratios of not more than 1.5 to 1 or shall be supported by adjacent construction through positive ties capable of transferring the lateral forces.

At least one wall of one wing has approximately 80% or greater percentage of its length in window openings. The conforming panel is not likely structural panel sheathed.








connections

  

Unknown


4.6.3.3

WOOD POSTS: There shall be a positive connection of wood posts to the foundation.

Connection of wood posts at foundation could not be observed.

  

Unknown


4.6.3.4

WOOD SILLS: All wood sills shall be bolted to the foundation.

Connection of wood sills could not be observed.

  

4.6.4.1

GIRDER/COLUMN CONNECTION: There shall be a positive connection utilizing plates, connection hardware, or straps between the girder and the column support.

Circa 1950s portion of building had no observable post to beam connection, 1970s addition had steel connectors.






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