The structural evaluation process shall include the following steps:
Site visit and data collection;
Identification of building type;
Completion of evaluation statements in appendix;
Follow-up field work, if required;
Follow-up analysis for "False" evaluation statements;
Final evaluation for the building;
Preparation of the evaluation report; and
Submittal of evaluation report to OSHPD.
A general acute care hospitalfacility building may be exempted from a structural evaluation upon submittal of a written statement by the hospital owner to OSHPD certifying the following conditions:
The building was designed and constructed to the 1989 or later edition of Part 2, Title 24, and
If any portion of the structure, except for the penthouse, is of steel moment resisting frame construction (Building Type 3, or Building Type 4 or 6 with dual lateral system, as defined in Section 2.2.3) and the building permit was issued after October 25, 1994.
TABLE 2.1—SOIL PROFILE TYPES AND SITE COEFFICIENTS
SOIL
PROFILE
TYPE
PROFILE WITH
SITE
COEFFICIENT, S
S1
Rock of any characteristic, either shalelike or crystalline in nature. Such material may be characterized by a shear wave velocity greater than 2,500 feet per second or by other appropriate means of classification.
1.0
or
Stiff soil conditions where the soil depth is less than 200 feet and the soil types overlying rock are stable deposits of sands, gravels or stiff clays.
S2
Deep cohesionless or stiff clay conditions, including sites where the soil depth exceeds 200 feet and the soil types overlying rock are stable deposits of sands, gravels or stiff clays.
1.2
S3
Soft- to medium-stiff clays and sands characterized by 30 feet or more of soft- to medium-stiff clays with or without intervening layers of sand or other cohesionless soils.
1.5
S4
More than 70 feet of soft clays or silts characterized by a shear wave velocity less than 400 feet per second.
2.0
FIGURE 2.1a—
EFFECTIVE PEAK ACCELERATION COEFFICIENT (Aa) AND EFFECTIVE PEAK VELOCITY COEFFICIENT (Av) FOR CALIFORNIA
No.
County
EPA Aa
EPV Av
1
Alameda
0.40
0.40
2
Alpine
0.20
0.20
3
Amador
0.20
0.20
4
Butte
0.20
0.20
5
Calaveras
0.20
0.20
6
Colusa
0.20
0.30
7
Contra Costa
0.40
0.40
8
Del Norte
0.20
0.20
9
El Dorado
0.20
0.20
10
Fresno
0.40
0.40
11
Glenn
0.20
0.20
12
Humboldt
0.20
0.30
13
Imperial
0.40
0.40
14
Inyo
0.40
0.40
15
Kern
0.40
0.40
16
Kings
0.40
0.40
17
Lake
0.30
0.30
18
Lassen
0.20
0.20
19
Los Angeles
0.40
0.40
20
Madera
0.20
0.30
21
Marin
0.40
0.40
22
Mariposa
0.20
0.20
23
Mendocino
0.40
0.40
24
Merced
0.40
0.40
25
Modoc
0.20
0.20
26
Mono
0.40
0.40
27
Monterey
0.40
0.40
28
Napa
0.40
0.40
29
Nevada
0.20
0.20
30
Orange
0.40
0.40
31
Placer
0.20
0.20
32
Plumas
0.20
0.20
33
Riverside
0.40
0.40
34
Sacramento
0.20
0.30
35
San Benito
0.40
0.40
36
San Bernardino
0.40
0.40
37
San Diego
0.40
0.40
38
San Francisco
0.40
0.40
39
San Joaquin
0.30
0.30
40
San Luis Obispo
0.40
0.40
41
San Mateo
0.40
0.40
42
Santa Barbara
0.40
0.40
43
Santa Clara
0.40
0.40
44
Santa Cruz
0.40
0.40
45
Shasta
0.20
0.20
46
Sierra
0.20
0.20
47
Siskiyou
0.20
0.20
48
Solano
0.40
0.40
49
Sonoma
0.40
0.40
50
Stanislaus
0.40
0.40
51
Sutter
0.20
0.20
52
Tehama
0.20
0.20
53
Trinity
0.20
0.30
54
Tulare
0.40
0.40
55
Tuolumne
0.20
0.20
56
Ventura
0.40
0.40
57
Yolo
0.20
0.30
58
Yuba
0.20
0.20
2.1.1 Site Visit and Evaluation
The evaluator shall visit the building to observe and record the type, nature and physical condition of the structure.
The evaluator shall review an Engineering Geological Report on site geologic and seismic conditions. The report shall be prepared in accordance with Title 24, Section 1634A of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC.
Exceptions:
Reports are not required for one-story, wood-frame and light steel-frame buildings of Type II or Type V construction and 4,000 square feet or less in floor area;
A previous report for a specific site may be resubmitted, provided that a reevaluation is made and the report is found by the Office to be currently appropriate.
Establish the following site and soil parameters:
The value of the effective peak acceleration coefficient (Aa) from Figure 2.1 and 2.1a;
The value of the effective peak velocity-related acceleration coefficient (Av) from Figure 2.1 and 2.1a;
The soil profile type (S1, S2, S3 or S4) derived from the geotechnical report or from Table 2.1;
The site coefficient, (S), from Table 2.1; and
The ground motion parameters and near field effects in strong ground shaking required for the evaluation of welded steel moment frame structures in accordance with Sections 4.2.0.1, 4.2.0.2 and 4.2.10.
Assemble building design data including:
Construction drawings, specifications and calculations for the original building (Note: when reviewing and making use of existing analyses and structural member checks, the evaluator shall assess and report the basis of the earlier work);
All drawings, specifications and calculations for remodeling work; and
Material tests and inspection reports for nonconforming buildings. If the original drawings are available, but material test and inspection reports are not available, perform the testing program as specified in Section 2.1.2.2.
If structural drawings are not available, the site visit and evaluation shall be performed as described in Section 2.1.1.5, and structural data shall be collected using the procedures in Sections 2.1.2.1 and 2.1.2.2.
During the site visit, the evaluator shall:
Verify existing data;
Develop other needed data (e.g., measure and sketch building as outlined in Section 2.1.2);
Verify the vertical and lateral systems;
Check the condition of the building; and
Identify special conditions, anomalies and oddities.
Review other data available such as assessments of building performance following past earthquakes.
Prepare a summary of the data using an OSHPD- approved format.
Perform the evaluation using the procedures in Sections 2.2 through 2.5.
Prepare a report of the findings of the evaluation using an OSHPD-approved format.
2.1.2 Data Collection
Building information pertinent to a structure's seismic performance, including condition, configuration, detailing, material strengths and foundation type, shall be obtained in accordance with this section, and documented on drawings and/or sketches that shall be included with the structural calculations.
Exception: Materials testing is not required for reclassification by the collapse probability assessment option as permitted by Section 1.4.5.1.2, where nonavailability of materials test is identified as a deficiency in accordance with Section 1.8.2.2(b).
2.1.2.1 Building Characteristics
Characteristics of the building relevant to its seismic performance shall be obtained for use in the building evaluation. This shall include current information on the building's condition, configuration, material strengths, detailing and foundation type. This data shall be obtained from:
Destructive and nondestructive testing and examination of selected building components; and
Field observation of exposed conditions to verify that field conditions substantially match the construction documents in accordance with data collection requirements in the California Existing Building CodeSection 303A.3.5.3, or equivalent provisions in later editions of the CEBC.
The characteristics of the building shall be established, including identification of the gravity- and lateral-load-carrying systems. The effective lateral-load carrying system may include structural and nonstructural elements that will participate in providing lateral resistance, although these elements may not have intended to provide lateral resistance. The load path shall be identified, taking into account the effects of any modifications, alterations or additions.
The owner or the owner's authorized agent shall submit the following to the office for review and approval:
not having the same structural system throughout their height shall be evaluated using the dynamic lateral force procedure. Exceptions: Structures five ...
