The scope of application of Chapter 17A is as follows:
- Structures regulated by the Division of the State Architect-Structural Safety, which include those applications listed in Sections 188.8.131.52 (DSA-SS), and 184.108.40.206 (DSA-SS/CC). These applications include public elementary and secondary schools, community colleges and state-owned or state-leased essential services buildings.
DSA-SS adopts this chapter and all amendments.
Exceptions: Amendments adopted by only one agency appear in this chapter preceded with the appropriate acronym of the adopting agency, as follows:
[DSA-SS/CC] Where reference within this chapter is made to sections in Chapters 16A, 19A, 21A, and 22A, the provisions in Chapters 16, 19, 21 and 22, respectively, shall apply instead.
[OSHPD 1 and 4] In addition to the inspector(s) of record required by the California Administrative Code (CCR, Title 24, Part 1), Section 7-144, the owner shall employ one or more approved agencies to provide special inspections and tests during construction on the types of work listed under Chapters 17A, 18A, 19A, 20, 21A, 22A, 23, 25, 34A, and noted in the Test, Inspection, and Observation (TIO) program required by Sections 7-141, 7-145 and 7-149, of the California Administrative Code. Test, Inspection and Observation (TIO) program shall satisfy requirements of Section 1704A.
[DSA-SS & DSA-SS/ CC] In addition to the project inspector required by the California Administrative Code (CCR, Title 24, Part 1), Section 4-333, the owner shall employ one or more approved agencies to provide special inspections and tests as required by the enforcement agency during construction on the types of work listed under Chapters 17A, 18A, 19A, 20, 21A, 22A, 23, and 25 and the California Existing Building Code and noted in the special test, inspection and observation plan required by Section 4-335 of the California Administrative Code.
The following terms are defined in Chapter 2, except those defined below which shall, for the purposes of this chapter, have the meanings shown herein.
CERTIFICATE OF COMPLIANCE.
DESIGNATED SEISMIC SYSTEM.
INTUMESCENT FIRE-RESISTANT COATINGS.
MAIN WINDFORCE-RESISTING SYSTEM.
MASTIC FIRE-RESISTANT COATINGS.
PROJECT INSPECTOR. [DSA-SS, DSA-SS/CC] The person approved to provide inspection in accordance with the California Administrative Code, Section 4-333(b). The term “project inspector” is synonymous with “inspector of record.”
Quality Assurance (QA). Special inspections and testing provided by an approved agency employed by the Owner. Project specific testing required by approved construction documents shall be performed by the approved agency responsible for Quality Assurance (QA), unless approved otherwise by the building official.
Quality Control (QC). Inspections and materials/functionality testing provided by the fabricator, erector, manufacturer or other responsible contractor as applicable.
Continuous special inspection. The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed.
Periodic special inspection.The part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work has been or is being performed and at the completion of the work.
- SPECIAL INSPECTOR.
- SPRAYED FIRE-RESISTANT MATERIALS.
- STRUCTURAL OBSERVATION.
Specific information consisting of test reports conducted by an approved agency in accordance with the appropriate referenced standards, or other such information as necessary, shall be provided for the building official to determine that the product, material or assembly meets the applicable code requirements.
[OSHPD 1 & 4] Tests performed by an independent approved testing agency/laboratory having accreditation to the International Standards Organization (ISO) accreditation Standard 17025 or under the responsible charge of a competent approved independent Registered Design Professional shall be deemed to comply with requirements of this section. Test reports for structural tests shall be reviewed and accepted by an independent California licensed structural engineer.
Where application is made to the building official for construction as specified in Section 105, the owner shall employ one or more approved agencies to provide special inspections and tests during construction on the types of work specified in Section 1705A and identify the approved agencies to the building official. These special inspections and tests are in addition to the inspections by the building official that are identified in Section 110.
[OSHPD 1 & 4] An inspection agency having accreditation to the International Standards Organization (ISO) accreditation Standard 17020 shall be deemed to comply with the requirements for an approved inspection agency.
The inspectors shall act under the direction of the architect or structural engineer or both, and be responsible to the Owner. Where the California Administrative Code (CAC) Section 7-115 (a) 2 permits construction documents to be prepared under the responsible charge of a mechanical, electrical or civil engineer, inspectors shall be permitted to work under the direction of engineer in appropriate branch as permitted therein.
- Special inspections and tests are not required for construction of a minor nature or as warranted by conditions in the jurisdiction as approved by the building official.
- [DSA-SS, DSA-SS/CC] Reference to Section 105 and Section 110 shall be to the California Administrative Code instead.
Prior to the start of the construction, the approved agencies shall provide written documentation to the building official demonstrating the competence and relevant experience or training of the special inspectors who will perform the special inspections and tests during construction. Experience or training shall be considered relevant where the documented experience or training is related in complexity to the same type of special inspection or testing activities for projects of similar complexity and material qualities. These qualifications are in addition to qualifications specified in other sections of this code.
The registered design professional in responsible charge and engineers of record involved in the design of the project are permitted to act as the approved agency and their personnel are permitted to act as special inspectors for the work designed by them, provided they qualify as special inspectors.
The applicant shall submit a statement of special inspections prepared by the registered design professional in general responsible charge in accordance with Section 107.1 as a condition for construction documents review. This statement shall be in accordance with Section 1704A.3.
[DSA-SS, DSA-SS/CC] Reference to Section 107.1 shall be to the California Administrative Code instead.
Where fabrication of structural, load-bearing or lateral load-resisting members or assemblies is being conducted on the premises of a fabricator’s shop, special inspections of the fabricated items shall be performed during fabrication.
Exception: [OSHPD 1 & 4] Special inspections during fabrication are not required where the fabricator maintains approved detailed fabrication and quality control procedures that provide a basis for control of the workmanship and the fabricator’s ability to conform to approved construction documents and this code. Approval shall be based upon review of fabrication and quality control procedures and periodic inspection of fabrication practices by the special inspector and/or building official, as determined by the building official.
Where special inspections or tests are required by Section 1705A, the registered design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1704A.3.1 for submittal by the applicant in accordance with Section 1704A.2.3.
Exception: The statement of special inspections is permitted to be prepared by a qualified person approved by the building official for construction not designed by a registered design professional.
The statement of special inspections shall identify the following:
- The materials, systems, components and work required to have special inspections or tests by the building official or by the registered design professional responsible for each portion of the work.
- The type and extent of each special inspection.
- The type and extent of each test.
- Additional requirements for special inspections or tests for seismic or wind resistance as specified in Sections 1705A.11, 1705A.12 and 1705A.13.
- For each type of special inspection, identification as to whether it will be continuous special inspection, periodic special inspection or performed in accordance with the notation used in the referenced standard where the inspections are defined.
In addition to the submittal of reports of special inspections and tests in accordance with Section 1704A.2.4, reports and certificates shall be submitted by the owner or the owner’s authorized agent to the building official for each of the following:
- [OSHPD 1 & 4] Certificates of compliance for the fabrication of structural, load-bearing or lateral load-resisting members or assemblies on the premises of an approved fabricator in accordance with Section 1704A.2.5.
- Certificates of compliance for the manufacturer’s certification of nonstructural components, supports and attachments in accordance with Section 1705A.13.2.
- Certificates of compliance for equipment/components requiring special seismic certification in accordance with Section 1705A.13.3.
- Reports of preconstruction tests for shotcrete in accordance with Section 1908.5.
- Certificates of compliance for open web steel joists and joist girders in accordance with Section 2207.5.
- Reports of material properties verifying compliance with the requirements of AWS D1.4 for weldability as specified in Section 26.5.4 of ACI 318 for reinforcing bars in concrete complying with a standard other than ASTM A706 that are to be welded; and
- Reports of mill tests in accordance with Section 220.127.116.11 of ACI 318 for reinforcing bars complying with ASTM A615 and used to resist earthquake-induced flexural or axial forces in the special moment frames, special structural walls or coupling beams connecting special structural walls of seismic force-resisting systems in structures assigned to Seismic Design Category B, C, D, E or F.
The owner shall employ a registered design professional to perform structural observations. Structural observation does not include or waive the responsibility for the inspections in Section 110 or the special inspections in Section 1705A or other sections of this code.
Prior to the commencement of observations, the structural observer shall submit to the building official a written statement identifying the frequency and extent of structural observations.
At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer’s knowledge, have not been resolved.
[DSA-SS, DSA-SS/CC] Reference to Section 110 shall be to the California Administrative Code instead.
Special inspections and tests shall be required for proposed work that is, in the opinion of the building official, unusual in its nature, such as, but not limited to, the following examples:
- Construction materials and systems that are alternatives to materials and systems prescribed by this code.
- Unusual design applications of materials described in this code.
- Materials and systems required to be installed in accordance with additional manufacturer’s instructions that prescribe requirements not contained in this code or in standards referenced by this code.
The special inspections and nondestructive testing of steel construction in buildings, structures, and portions thereof shall be in accordance with this section.
Exception: Special inspections of the steel fabrication process shall not be required where the fabricator does not perform any welding, thermal cutting or heating operation of any kind as part of the fabrication process. In such cases, the fabricator shall be required to submit a detailed procedure for material control that demonstrates the fabricator’s ability to maintain suitable records and procedures such that, at any time during the fabrication process, the material specification and grade for the main stress-carrying elements are capable of being determined. Mill test reports shall be identifiable to the main stress-carrying elements when required by the approved construction documents.
Special inspections and nondestructive testing of structural steel elements in buildings, structures and portions thereof shall be in accordance with the quality assurance requirements of this section, Chapter 22A and quality control requirements of AISC 360, AISC 341 and AISC 358.
Exception: Special inspection of railing systems composed of structural steel elements shall be limited to welding inspection of welds at the base of cantilevered rail posts.
AISC 360, Chapter N and AISC 341, Chapter J are adopted, except as noted below:
The following provisions of AISC 360, Chapter N are not adopted:
- N4., Item 2. (Quality Assurance Inspector Qualifications)
- N5., Item 2. (Quality Assurance)
In addition to the quality assurance inspection requirements contained in AISC 360, Section N5 (Minimum Requirements for Inspection of Structural Steel Buildings), the requirements of Table 1705A.2.1 of the California Building Code shall apply.
In addition to the quality assurance requirements contained in AISC 360, Section N6 (Minimum Requirements for Inspection of Composite Construction), the requirements of Table 1705A.2.1 of the California Building Code shall apply.
In addition to the quality assurance requirements contained in AISC 341, Chapter J, Section J5 (Inspection Tasks), the requirements of Section 1704A.3 and Table 1705A.2.1 of the California Building Code shall apply.
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
|VERIFICATION AND INSPECTION||CONTINUOUS||PERIODIC||REFERENCED |
|1. Material verification of high-strength bolts, nuts and washers:|
|a. Identification markings to conform to ASTM standards specified in the approved construction documents.||—||X||AISC 360, Section A3.3 and applicable ASTM material standards||—|
|b. Manufacturer’s certificate of compliance required.||—||X||—||—|
|2. Inspection of high-strength bolting:|
|a. Snug-tight joints.||—||X||AISC 360, Section M2.5||—|
|b. Pretensioned and slip-critical joints using turn-of-nut with matchmarking, twist-off bolt or direct tension indicator methods of installation||—||X||—|
|c. Pretensioned and slip-critical joints using turn-of-nut without |
matchmarking or calibrated wrench methods of installation.
|3. Material verification of structural steel and cold-formed steel deck:|
|a. For structural steel, identification markings to conform to AISC 360.||—||X||AISC 360, |
|b. For other steel, identification markings to conform to ASTM standards specified in the approved construction documents.||—||X||Applicable ASTM material standards|
|c. Manufacturer’s certified test reports.||—||X||—||—|
|4. Material verification of weld filler materials:|
|a. Identification markings to conform to AWS specification in the approved construction documents.||—||X||AISC 360, Section A3.5 and applicable AWS A5 documents||—|
|b. Manufacturer’s certificate of compliance required.||—||X||—||—|
|5. Inspection of welding:|
|a. Structural steel and cold-formed steel deck:|
|1. Complete and partial joint penetration groove welds||X||—||AWS D1.1AWS D1.8||1705A.2.1|
|2. Multipass fillet welds.||X||—|
|3. Single-pass fillet welds > 5/16″||X||—|
|4.Plug and slot welds.||X||—|
|5. Single-pass fillet welds ≤ 5/16″||—||X|
|6. Floor and roof deck welds.||—||X||AWS D1.3||—|
|b. Reinforcing steel:|
|1. Verification of weldability of reinforcing steel other than ASTM A706.||—||X||AWS D1.4, ACI 318: Sections 18.104.22.168, 18.2.8, 22.214.171.124||—|
|2. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement.||X||—||—|
|3. Shear reinforcement.||X||—|
|4. Other reinforcing steel.||—||X||—|
|6. Inspection of steel frame joint details for compliance:|
|a. Details such as bracing and stiffening.||—||X||—||1705A.2.1|
|b. Member locations.||—||X||—|
|c. Application of joint details at each connection.||—||X||—|
For SI: 1 inch = 25.4 mm.
Special inspections for cold-formed steel floor and roof deck shall be in accordance with the quality assurance inspection requirements of SDI QA/QC.
Deck weld special inspection shall also satisfy requirements in Table 1705A.2.1 and Section 1705A.2.5.
Special inspections of open-web steel joists and joist girders in buildings, structures and portions thereof shall be in accordance with Table 1705A.2.3.
REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS
|PERIODIC SPECIAL |
|1. Installation of open-web steel joists and joist girders.|
|a. End connections - welding or bolted.||—||X||SJI specifications listed in Section 2207.1.|
|b. Bridging - horizontal or diagonal.||—|
|1. Standard bridging.||—||X||SJI specifications listed in Section 2207.1.|
|2. Bridging that differs from the SJI |
specifications listed in Section 2207.1.
For SI: 1 inch = 25.4 mm.
- Where applicable, see also Section 1705A.12, Special inspections for seismic resistance.
Special inspection is required during the manufacture and welding of steel joists or joist girders. The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. The approved agency shall place a distinguishing mark, and/or tag with this distinguishing mark, on each inspected joist or joist girder. This mark or tag shall remain on the joist or joist girder throughout the job site receiving and erection process.
The manufacture of cold-formed light framed steel trusses shall be continuously inspected by an approved agency. The approved agency shall verify conformance of materials and manufacture with approved plans and specifications. The approved agency shall place a distinguishing mark, and/or tag with this distinguishing mark, on each inspected truss. This mark or tag shall remain on the truss throughout the job site receiving and erection process.
Inspection of all shop and field welding operations shall be made by a qualified welding inspector approved by the enforcement agency. The minimum requirements for a qualified welding inspector shall be as those for an AWS certified welding inspector (CWI), as defined in the provisions of the AWS QC1.
Exception: [OSHPD 1 & 4] Inspection and nondestructive testing personnel meeting the requirements of AISC 341 Section J4 (in addition to AISC 360 Section N4) shall be permitted to perform quality control and quality assurance inspections at the premises of an approved fabricator’s shop.
The welding inspector shall make a systematic daily record of all welds. In addition to other required records, this record shall include:
- Identification marks of welders.
- List of defective welds.
- Manner of correction of defects.
The welding inspector shall check the material, details of construction and procedure, as well as workmanship of the welds. The inspector shall verify that the installation of end-welded stud shear connectors is in accordance with the requirements of AWS D1.1 and the approved plans and specifications. The approved agency shall furnish the architect, structural engineer, and the enforcement agency with a verified report that the welding has been done in conformance with AWS D1.1, D1.3, D1.8, and the approved construction documents.
Special inspections and tests of concrete construction shall be performed in accordance with this section and Table 1705A.3.
Exception: Special inspections and tests shall not be required for concrete patios, driveways and sidewalks, on grade.
REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
|TYPE||CONTINUOUS SPECIAL INSPECTION||PERIODIC SPECIAL INSPECTION||REFERENCED STANDARDa||IBC REFERENCE|
|1. Inspect reinforcement, including prestressing tendons, and verify placement.||—||X||ACI 318 Ch. 20, 25.2, 25.3, 26.5.1-26.5.3||1908.4|
|2. Reinforcing bar welding:||AWS D1.4ACI 318: 26.5.4||—|
|a. Verify weldability of reinforcing bars other than ASTM A706;||—||X|
|b. Inspect single-pass fillet welds, maximum 5/16″; and||X|
|c. Inspect all other welds.||X|
|3. Inspect anchors cast in concrete.||—||X||ACI 318: 17.8.2||—|
|4. Inspect anchors post-installed in hardened concrete members.b, c||—|
|a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.||X||ACI 318: 126.96.36.199|
|b. Mechanical anchors and adhesive anchors not defined in 4.a.||X||ACI 318: 17.8.2|
|5. Verify use of required design mix.||—||X||ACI 318: Ch. 19, 26.4.3, 26.4.4||1904.1, 1904.2, 1908.2, 1908.3|
|6. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.||X||—||ASTM C172ASTM C31ACI 318: 26.4.5, 26.12||1908.10|
|7. Inspect concrete and shotcrete placement for proper application techniques.||X||—||ACI 318: 26.4.5||1908.6, 1908.7, 1908.8|
|8. Verify maintenance of specified curing temperature and techniques.||—||X||ACI 318: 26.4.7-26.4.9||1908.9|
|9. Inspect prestressed concrete for:|
|a. Application of prestressing forces; and||X||—||ACI 318: 188.8.131.52||—|
|b. Grouting of bonded prestressing tendons.||X||—||ACI 318: 184.108.40.206|
|10. Inspect erection of precast concrete members.||—||X||ACI 318: Ch. 26.8||—|
|11. Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.||—||X||ACI 318: 26.10.2||—|
|12. Inspect formwork for shape, location and dimensions of the concrete member being formed.||—||X||ACI 318: 26.10.1(b)||—|
For SI: 1 inch = 25.4 mm.
- Where applicable, see also Section 1705.12, Special inspections for seismic resistance.
- Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with 17.8.2 in ACI 318, or other qualification procedures. Where specific requirements are not provided, special inspection requirements shall be specified by the registered design professional and shall be approved by the building official prior to the commencement of the work.
- Installation of all adhesive anchors in horizontal and upwardly inclined positions shall be performed by an ACI/CRSI Certified Adhesive Anchor Installer, except where the factored design tension on the anchors is less than 100 lbs and those anchors are clearly noted on the approved construction documents or where the anchors are shear dowels across cold joints in slabs on grade where the slab is not part of the lateral force-resisting system.
Except as provided under this section, the quality and quantity of materials used in transit-mixed concrete and in batched aggregates shall be continuously inspected by an approved agency at the location where materials are measured.
Continuous batch plant inspection may be waived by the registered design professional, subject to approval by the enforcement agency under either of the following conditions:
- The concrete plant complies fully with the requirements of ASTM C94, Sections 9 and 10, and has a current certificate from the National Ready Mixed Concrete Association or another agency acceptable to the enforcement agency. The certification shall indicate that the plant has automatic batching and recording capabilities.
- For single-story light-framed construction (without basement or retaining wall higher than 6’ in height measured from bottom of footing to top of wall) and isolated foundations supporting equipment only, where deep foundation elements are not used.
When continuous batch plant inspection is waived, the following requirements shall apply and shall be described in the construction documents:
- An approved agency shall check the first batch at the start of the day to verify materials and proportions conform to the approved mix design.
- A licensed weighmaster shall positively identify quantity of materials and certify each load by a batch ticket.
- Batch tickets, including material quantities and weights shall accompany the load, shall be transmitted to the inspector of record by the truck driver with load identified thereon. The load shall not be placed without a batch ticket identifying the mix. The inspector of record shall keep a daily record of placements, identifying each truck, its load, and time of receipt at the jobsite, and approximate location of deposit in the structure and shall maintain a copy of the daily record as required by the enforcement agency.
Batch plant inspection is not required for any of the following conditions, provided they are identified on the approved construction documents and the licensed weighmaster and batch ticket requirements of Section 1705A.3.3.1 are implemented:
- Site flatwork
- Unenclosed site structures, including but not limited to lunch or car shelters, bleachers, solar structures, flag or light poles, or retaining walls.
- Controlled low-strength material backfill.
- Single-story relocatable buildings less than 2,160 square feet.
- In addition to the general inspection required for concrete work, all plant fabrication of prestressed concrete members or tensioning of posttensioned members constructed at the site shall be continuously inspected by an inspector specially approved for this purpose by the enforcement agency.
- The prestressed concrete plant fabrication inspector shall check the materials, equipment, tensioning procedure and construction of the prestressed members and prepare daily written reports. The approved agency shall make a verified report identifying the members by mark and shall include such pertinent data as lot numbers of tendons used, tendon jacking forces, age and strength of concrete at time of tendon release and such other information that may be required.
- The inspector of prestressed members posttensioned at the site shall check the condition of the prestressing tendons, anchorage assemblies and concrete in the area of the anchorage, the tensioning equipment and the tensioning procedure and prepare daily written reports. The approved agency shall make a verified report of the prestressing operation identifying the members or tendons by mark and including such pertinent data as the initial cable slack, net elongation of tendons, jacking force developed, and such other information as may be required.
- The verified reports of construction shall show that of the inspector's own personal knowledge, the work covered by the report has been performed and materials used and installed in every material respect in compliance with the duly approved plans and specifications for plant fabrication inspection. The verified report shall be accompanied by test reports required for materials used. For site posttensioning inspections the verified report shall be accompanied by copies of calibration charts, certified by an approved testing laboratory, showing the relationship between gage readings and force applied by the jacks used in the prestressing procedure.
Concrete shall not be placed until the forms and reinforcement have been inspected, all preparations for the placement have been completed, and the preparations have been checked by the inspector of record.
A record shall be kept on the site of the time and date of placing the concrete in each portion of the structure. Such record shall be kept until the completion of the structure and shall be open to the inspection of the enforcement agency.
Special inspection of wood structural elements and assemblies is required, as specified in this section, to ensure conformance with approved construction documents, and applicable standards.
The approved agency shall furnish a verified report to the design professional in general responsible charge of construction observation, the structural engineer, and the enforcement agency, in accordance with the California Administrative Code and this chapter. The verified report shall list all inspected members or trusses, and shall indicate whether or not the inspected members or trusses conform with applicable standards and the approved drawings and specifications. Any nonconforming items shall be indicated on the verified report.
Manufacture of all structural glued laminated timber shall be continuously inspected by an approved agency.
The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. Each inspected member shall be stamped by the approved agency with an identification mark.
Exception: Special Inspection is not required for noncustom members of 51/8 inch maximum width and 18 inch maximum depth, and with a maximum clear span of 32 feet, manufactured and marked in accordance with ANSI/AITC A 190.1 Section 6.1.1 for noncustom members.
The manufacture of open web trusses shall be continuously inspected by an approved agency.
The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. Each inspected truss shall be stamped with an identification mark by the approved agency.
The installation of all split ring and shear plate timber connectors, and timber rivets shall be continuously inspected by an approved agency. The approved agency shall furnish the architect, structural engineer and the enforcement agency with a report verifying that the materials, timber connectors and workmanship conform to the approved construction documents.
Special inspections and tests of existing site soil conditions, fill placement and load-bearing requirements shall be performed in accordance with this section and Table 1705A.6. The approved geotechnical report and the construction documents prepared by the registered design professionals shall be used to determine compliance. During fill placement, the special inspector shall verify that proper materials and procedures are used in accordance with the provisions of the approved geotechnical report.
Exception: Where Section 1803 does not require reporting of materials and procedures for fill placement, the special inspector shall verify that the in-place dry density of the compacted fill is not less than 90 percent of the maximum dry density at optimum moisture content determined in accordance with ASTM D1557.
REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS
|TYPE||CONTINUOUS SPECIAL INSPECTION||PERIODIC SPECIAL INSPECTION|
|1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.||—||X|
|2. Verify excavations are extended to proper depth and have reached proper material.||—||X|
|3. Perform classification and testing of compacted fill materials.||—||X|
|4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill.||X||—|
|5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.||—||X|
All fills used to support the foundations of any building or structure shall be continuously inspected by the geotechnical engineer or his or her qualified representative. It shall be the responsibility of the geotechnical engineer to verify that fills meet the requirements of the approved construction documents and to coordinate all fill inspection and testing during the construction involving such fills.
The duties of the geotechnical engineer or his or her qualified representative shall include, but need not be limited to, the inspection of cleared areas and benches prepared to receive fill; inspection of the removal of all unsuitable soils and other materials; the approval of soils to be used as fill material; the inspection of placement and compaction of fill materials; the testing of the completed fills; the inspection or review of geotechnical drainage devices, buttress fills or other similar protective measures in accordance with the approved construction documents.
A verified report shall be submitted by the geotechnical engineer as required by the California Administrative Code. The report shall indicate that all tests and inspection required by the approved construction documents were completed and that the tested materials and/or inspected work meet the requirements of the approved construction documents.
Special inspections and tests shall be performed during installation of driven deep foundation elements as specified in Table 1705A.7. The approved geotechnical report and the construction documents prepared by the registered design professionals shall be used to determine compliance.
REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS
|TYPE||CONTINUOUS SPECIAL INSPECTION||PERIODIC SPECIAL INSPECTION|
|1. Verify element materials, sizes and lengths comply with the requirements.||X||—|
|2. Determine capacities of test elements and conduct additional load tests, as required.||X||—|
|3. Inspect driving operations and maintain complete and accurate records for each element.||X||—|
|4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element.||X||—|
|5. For steel elements, perform additional special inspections in accordance with Section 1705A.2.||—||—|
|6. For concrete elements and concrete-filled elements, perform tests and additional special inspections in accordance with Section 1705A.3.||—||—|
|7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge.||—||—|
The installation of driven deep foundations shall be continuously observed by a qualified representative of the geotechnical engineer responsible for that portion of the project.
The representative of the geotechnical engineer shall make a report of the deep foundation pile-driving operation giving such pertinent data as the physical characteristics of the deep foundation pile-driving equipment, identifying marks for each deep foundation pile, the total depth of embedment for each deep foundation; and when the allowable deep foundation pile loads are determined by a dynamic load formula, the design formula used, and the permanent penetration under the last 10 blows. One copy of the report shall be sent to the enforcement agency.
Special inspections and tests shall be performed during installation of cast-in-place deep foundation elements as specified in Table 1705A.8. The approved geotechnical report and the construction documents prepared by the registered design professionals shall be used to determine compliance.
REQUIRED SPECIAL INSPECTIONS AND TESTS OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS
|TYPE||CONTINUOUS SPECIAL INSPECTION||PERIODIC SPECIAL INSPECTION|
|1. Inspect drilling operations and maintain complete and accurate records for each element.||X||—|
|2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes.||X||—|
|3. For concrete elements, perform tests and additional special inspections in accordance with Section 1705A.3.||—||—|
Special inspections for wind resistance specified in Sections 1705A.11.1 through 1705A.11.3, unless exempted by the exceptions to Section 1704A.2, are required for buildings and structures constructed in the following areas:
- In wind Exposure Category B, where Vasd as determined in accordance with Section 1609.3.1 is 120 miles per hour (52.8 m/sec) or greater.
- In wind Exposure Category C or D, where Vasd as determined in accordance with Section 1609.3.1 is 110 mph (49 m/sec) or greater.
Periodic special inspection is required for fastening of the following systems and components:
- Roof covering, roof deck and roof framing connections.
- Exterior wall covering and wall connections to roof and floor diaphragms and framing.
For the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F:
- Continuous special inspection shall be required during field gluing operations of elements of the seismic force-resisting system.
- Periodic special inspection shall be required for nailing, bolting, anchoring and other fastening of elements of the seismic force-resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and hold-downs.
For the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F, periodic special inspection shall be required:
- For welding operations of elements of the seismic force-resisting system; and
- For screw attachment, bolting, anchoring and other fastening of elements of the seismic force-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Periodic special inspection of plumbing, mechanical and electrical components shall be required for the following:
- Anchorage of electrical equipment for emergency and standby power systems in structures assigned to Seismic Design Category D, E or F.
- Anchorage of other electrical equipment in structures assigned to Seismic Design Category E or F.
- Installation and anchorage of piping systems designed to carry hazardous materials and their associated mechanical units in structures assigned to Seismic Design Category D, E or F.
- Installation and anchorage of vibration isolation systems in structures assigned to Seismic Design Category D, E or F where the approved construction documents require a nominal clearance of 1/4 inch (6.4 mm) or less between the equipment support frame and restraint.
For structures assigned to Seismic Design Category D, E or F, where requirements of Section 13.2.1 of ASCE 7 for non-structural components, supports, or attachments are met by manufacturer’s certification as specified in Item 2 therein, the registered design professional shall specify on the approved construction documents the requirements for seismic certification by analysis or testing. Certificates of compliance for the manufacturer’s certification shall be submitted to the building official as specified in Section 1704A.5.
Seismic sway braces satisfying requirements of FM 1950 shall be deemed to satisfy the requirements of this section. Component tests shall be supplemented by assembly tests, when required by the building official.
For structures assigned to Seismic Design Category D, E or F, equipment and components that are subject to the requirements of Section 13.2.2 of ASCE 7 for special seismic certification, the registered design professional shall specify on the approved construction documents the requirements to be met by analysis or testing as specified therein. Certificates of compliance documenting that the requirements are met shall be submitted to the building official as specified in Section 1704A.5.
Active or energized equipment and components shall be certified exclusively on the basis of approved shake table testing in accordance with ICC-ES AC 156. Minimum of two equipment/components shall be tested for a product line with similar structural configuration. Where a range of products are tested, the two equipment/components shall be either the largest and a small unit, or approved alternative representative equipment/components.
Exception: When a single product (and not a product line with more than one product with variations) is certified and manufacturing process is ISO 9001 certified, one test shall be permitted.
For a multi-component system, where active or energized components are certified by tests, connecting elements, attachments, and supports can be justified by supporting analysis.
Special seismic certification shall be required for the following systems, equipment, and components:
- emergency and standby power systems.
- Elevator equipment (excluding elevator cabs).
- Components with hazardous contents.
- Exhaust and smoke control fans.
- Switchgear and switchboards.
- Motor control centers.
- Fluoroscopy and x-ray equipment required for radiological/diagnostic imaging service (for service requirements see CBC Section 1224.18.1), and any fluoroscopy and/or radiographic system provided in support of diagnostic assessment of trauma injuries.
- Air conditioning units excluding Variable/Constant Air Volume (VAV/CAV) boxes up to 75 lbs.
- Air handling units.
- Chillers, including associated evaporators, and condensers.
- Cooling towers.
- Electrical substations.
- UPS and batteries.
- Panelboards as defined in the California Electrical Code (CEC) Article 100.
- Industrial control panels as defined in the California Electrical Code (CEC) Article 100.
- Power isolation and correction systems.
- Motorized surgical lighting systems.
- Motorized operating table systems.
- Internal communication servers and routers.
- Medical gas and vacuum systems.
- Electrical busways as defined in UL 857.
- Electrical control panels powered by the life safety branch in accordance with the California Electrical Code (CEC) Article 517.32 or the critical branch in accordance with the California Electrical Code (CEC) Article 517.33.
- Equipment and components weighing not more than 50 lbs. supported directly on structures or surface mounted on equipment or components that are not required to have special seismic certification by this section.
- Movable (mobile) and temporary equipment/components that are not anchored to structure or permanently attached to the building utility services such as electricity, gas or water. For the purposes of this requirement, “permanently attached” shall include all electrical connections except plugs for duplex receptacles.
- Pipes, ducts, conduits and cable trays, excluding in-line equipment and components.
- Underground tanks.
- Electric motors, pumps, and compressors up to 20 hp.
- Electrical controllers, switches, transformers, circuit breakers, and fuses up to 10 lbs. or 10 amperes.
- Components where importance factor, Ip, is permitted to be 1.0 by this code.
- Emergency generators up to 25 kilowatts.
- Equipment and components used for clinical trials only.
Seismic isolation and damping systems in structures assigned to Seismic Design Category D, E or F shall be tested in accordance with Section 17.8 and 18.9 of ASCE 7.
Prototype and production testing and associated acceptance criteria for isolator units and damping devices shall be subject to preapproval by the building official. Testing exemption for similar units shall require approval by the building official.
The special inspections and tests shall include the following to demonstrate compliance with the listing and the fire-resistance rating:
- Condition of substrates.
- Thickness of application.
- Density in pounds per cubic foot (kg/m3).
- Bond strength adhesion/cohesion.
- Condition of finished application.
The density of the sprayed fire-resistant material shall not be less than the density specified in the approved fire-resistance design. Density of the sprayed fire-resistant material shall be determined in accordance with ASTM E605. The test samples for determining the density of the sprayed fire-resistant materials shall be selected as follows:
- From each floor, roof and wall assembly at the rate of not less than one sample for every 2,500 square feet (232 m2) or portion thereof of the sprayed area in each story.
- From beams, girders, trusses and columns at the rate of not less than one sample for each type of structural member for each 2,500 square feet (232 m2) of floor area or portion thereof in each story.
Special inspections shall be required for all EIFS applications.
- Special inspections shall not be required for EIFS applications installed over a water-resistive barrier with a means of draining moisture to the exterior.
- Special inspections shall not be required for EIFS applications installed over masonry or concrete walls.
The test scope shall be as follows:
- During erection of ductwork and prior to concealment for the purposes of leakage testing and recording of device location.
- Prior to occupancy and after sufficient completion for the purposes of pressure difference testing, flow measurements and detection and control verification.
All shotcrete work shall be continuously inspected during placing by an approved agency. The special shotcrete inspector shall check the materials, placing equipment, details of construction and construction procedure. The approved agency shall furnish a verified report that of his or her own personal knowledge the work covered by the report has been performed and materials used and installed in every material respect in compliance with the duly approved plans and specifications.
Completed shotcrete work shall be checked visually for reinforcing bar embedment, voids, rock pockets, sand streaks and similar deficiencies by examining a minimum of three 3-inch (76 mm) cores taken from three areas chosen by the design engineer which represent the worst congestion of reinforcing bars occurring in the project. Extra reinforcing bars may be added to noncongested areas and cores may be taken from these areas. The cores shall be examined by the special inspector and a report submitted to the enforcement agency prior to final approval of the shotcrete.
Exception: Shotcrete work fully supported on earth, minor repairs, and when, in the opinion of the enforcement agency, no special hazard exists.
In the absence of applicable load test procedures contained within a standard referenced by this code or acceptance criteria for a specific material or method of construction, such existing structure shall be subjected to a test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components that are not a part of the seismic force-resisting system, at a minimum the test load shall be equal to the specified factored design loads. For materials such as wood that have strengths that are dependent on load duration, the test load shall be adjusted to account for the difference in load duration of the test compared to the expected duration of the design loads being considered. For statically loaded components, the test load shall be left in place for a period of 24 hours. For components that carry dynamic loads (e.g., machine supports or fall arrest anchors), the load shall be left in place for a period consistent with the component’s actual function. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:
- Under the design load, the deflection shall not exceed the limitations specified in Section 1604.3.
- Within 24 hours after removal of the test load, the structure shall have recovered not less than 75 percent of the maximum deflection.
- During and immediately after the test, the structure shall not show evidence of failure.
The test assembly shall be subjected to an increasing superimposed load equal to not less than two times the superimposed design load. The test load shall be left in place for a period of 24 hours. The tested assembly shall be considered to have successfully met the test requirements if the assembly recovers not less than 75 percent of the maximum deflection within 24 hours after the removal of the test load. The test assembly shall then be reloaded and subjected to an increasing superimposed load until either structural failure occurs or the superimposed load is equal to two and one-half times the load at which the deflection limitations specified in Section 1709A.3.2 were reached, or the load is equal to two and one-half times the superimposed design load. In the case of structural components and assemblies for which deflection limitations are not specified in Section 1709A.3.2, the test specimen shall be subjected to an increasing superimposed load until structural failure occurs or the load is equal to two and one-half times the desired superimposed design load. The allowable superimposed design load shall be taken as the lesser of:
- The load at the deflection limitation given in Section 1709A.3.2.
- The failure load divided by 2.5.
- The maximum load applied divided by 2.5.
The design pressure rating of exterior windows and doors in buildings shall be determined in accordance with Section 1709A.5.1 or 1709A.5.2. For the purposes of this section, the required design pressure shall be determined using the allowable stress design load combinations of Section 1605.3.
Exception: Structural wind load design pressures for window units smaller than the size tested in accordance with Section 1709A.5.1 or 1709A.5.2 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. All components of the small unit shall be the same as the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window unit having the highest allowable design pressure.