Foundations.

CEMP-E

TI 809-51

30 September 1999

c. Vertical resisting elements data. The information to be entered in this part of the form is

also intended to be primarily a brief description of the structural element, but it should also provide

some indication as to distribution of the element. (For example, "Reinforced concrete shear walls in

longitudinal and transverse directions in the interior of the building," or "Steel braced frames at

building perimeter in longitudinal and transverse directions.") Some buildings may have a different

system in each of the orthogonal directions (e.g., moment-resisting frames in the transverse

direction, and braced frames or shear walls in the longitudinal direction). The notation "braced or

trussed columns" refers to the use of knee braces or trusses to resist lateral-load moments by

"fixing" or restraining one or both ends of a column. For infilled frames, it is important to note the

type of frame (e.g., structural steel or reinforced concrete) and the type of infill (e.g., unreinforced

masonry, reinforced concrete, or hollow clay tile).

d. Site soil profile classification. The applicable soil profile should be noted as one of the six

standard site classes described in Table B-2. The identification will be obtained from a site

geotechnical report, if available. If a geotechnical report is not available, the reviewer will select a

site class based on his review of the soil borings, geologic maps, or other data, and should note the

basis of his selection in the space provided on the form.

e. Foundations. The person performing the review should note the basic foundation system

features, design, and detailing in the space provided, including the following items:

(1) For wood frame buildings, are the mud plates for the stud walls bolted to the foundation

walls or strip footings? Are tension hold-downs provided for slender piers acting as shear walls?

(2) For reinforced concrete frame buildings, are the footings capable of resisting the lateral

load moments? If the column vertical reinforcement is spliced at the top of the footing, is the splice

capable of developing the tension strength of the bars? If the footing is deeply embedded below

grade, is the footing capable of resisting negative moment? (e.g., is there a layer of reinforcement at

the top of the footing as well as the bottom?)

(3) For piles or caissons, is the vertical reinforcement adequately anchored into the cap

footing to resist lateral load moments? In soft soils, are the pile or caisson cap footings adequately

connected with tie beams to preclude lateral displacements?

B-2