Construction details and quality assurance

Grounded in the retrieved California Building Code — click a citation to read the verbatim passage:

• CBC § 1705A.2.9 High relevance — show source text

  1705A.2.9 Special inspection and tests of cold-formed steel light-frame construction. [DSA-SS, DSA-SS/CC] Special inspections and tests for cold-formed steel light-frame construction shall be in accordance with quality assurance requirements of AISI S240 and this code. Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

  Quality assurance application is not permitted for the following AISI S240, Chapter D Sections: 1. D6.4 (Quality Assurance Inspection Tasks). 2. D6.5 (Coordinated Inspection). 3. D6.7 (Inspection of Welding). 4. D6.8 (Inspection of Mechanical Fastening). 5. D6.9 (Inspection of Cold-Formed Steel Light-Frame Construction). 6. D6.10 (Additional Requirements for Lateral Force-Resisting Systems). 7. D7 (Nonconforming Material and Workmanship).

  Basic frame inspection provisions of AISI S240, Chapter D are not permitted and inspector of record inspections shall be in accor- dance with the California Administrative Code.

  1705 A .3 Concrete construction. Special inspections and tests of concrete construction shall be performed in accordance with this section and Table 1705 A .3.

  Exception: Special inspections and tests shall not be required for concrete patios, driveways and sidewalks, on grade.

  TABLE 1705A.3—REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION	Col2	Col3	Col4	Col5	Col6
  	TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION	REFERENCED STANDARDa	CBC REFERENCE
  1.	Inspect_and test_ reinforcement, including prestressing tendons, and verify placement:			ACI 318: Ch. 20, 26.13.1, 26.13.3.1	_ 1705A.3.9, 1908A.1, 1910A.2, 1910A.3; **[DSA-SS/CC]** 1909.2.3,_ 1909.2.4, 1909.4
  1.	a. Reinforcement in special moment frames, boundary elements of special structural walls and coupling beams.	X	—	ACI 318: 25.2, 25.3, 25.5.1,26.6.1 – 26.6.3, 26.13.3.2	ACI 318: 25.2, 25.3, 25.5.1,26.6.1 – 26.6.3, 26.13.3.2
  1.	_b.

• CBC § 1705.4 High relevance — show source text

  5 shall be demonstrated by the mockup panels. The equipment used_ in preconstruction testing shall be the same equipment used in the work requiring such testing, unless substitute equipment is approved by the building official. Reports of preconstruction tests shall be submitted to the building official as specified in Section 1704.5.

  1705.4 Masonry construction. Special inspections and tests of masonry construction shall be performed in accordance with the quality assurance program requirements of TMS 402 and TMS 602. [OSHPD 1R, 2 & 5] as set forth in Tables 3 and 4, Level 3 require- ments and Chapter 21. Testing shall be performed in accordance with Section 2105. Special inspection and testing of post-installed anchors in masonry shall be required in accordance with requirements for concrete in Chapters 17 and 19. Batch plant inspection of grout materials shall be in accordance with Section 1705.3.3.

  Exception: [OSHPD 1R, 2 & 5] Not permitted by OSHPD. Special inspections and tests shall not be required for:

  1. Glass unit masonry or masonry veneer designed in accordance with Section 2110 or Chapter 14, respectively, where they are part of a structure classified as Risk Category I, II or III.
  2. Masonry foundation walls constructed in accordance with Table 1807.1.6.3(1), 1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3(4).
  3. Masonry fireplaces, masonry heaters or masonry chimneys installed or constructed in accordance with Section 2111, 2112 or 2113, respectively.

  1705.4.1 Glass unit masonry and masonry veneer in Risk Category IV. Special inspections and tests for glass unit masonry or masonry veneer designed in accordance with Section 2110 or Chapter 14, respectively, where they are part of a structure classified as Risk Category IV shall be performed in accordance with TMS 602 Level 2. [OSHPD 1R, 2 & 5] Not permitted by OSHPD.

  [OSHPD 1R, 2 & 5] Glass unit masonry and masonry veneer in Risk Category II, III or IV. Special inspections and tests for glass unit masonry or masonry veneer designed by Section 2110 or Chapter 14, respectively, in structures classified as Risk Category II, III or IV, shall be performed in accordance with TMS 602 Tables 3 and 4, Level 2 Quality Assurance.

  1705.4.1.1 TMS 602 Section 1.6 Quality Assurance. [OSHPD 1R, 2 & 5] Replace footnote (d) as follows: (d) Periodic special inspection is required for all veneer.

  1705.4.2 Vertical masonry foundation elements. Special inspections and tests of vertical masonry foundation elements shall be performed in accordance with Section 1705.4.

  1705.5 Wood construction. Special inspections of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704.2.5. Special inspections of site-built assemblies shall be in accordance with this section.

• CBC § 21-5 High relevance — show source text

  2104 Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-5

  2105 Quality Assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-6

  2106 Seismic Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-7

  2107 Allowable Stress Design. . . . . . . . . . . . . . . . . . . . . . . . 21-8

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  CONTENTS

  2108 Strength Design of Masonry . . . . . . . . . . . . . . . . . . . . 21-8

  2109 Empirical Design of Adobe Masonry . . . . . . . . . . . . . 21-9

  2110 Glass Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-11

  2111 Masonry Fireplaces . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-11

  2112 Masonry Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-13

  2113 Masonry Chimneys . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-14

  2114 Dry-Stack Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-19

  2115 Additional Requirements for Community Colleges

  [DSA-SS/CC]. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-19

  CHAPTER 21A MASONRY . . . . . . . . . . . . . . . . . . . . . . . . . . .21A-1

  2101A General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-3

  2102A Notations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-4

  2103A Masonry Construction Materials. . . . . . . . . . . . . . . . . . 21A-4

  2104A Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-5

  2105A Quality Assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-7

• CBC § 12.7 High relevance — show source text

  MASONRY

  inch (12.7 mm) below the mortar joint. Horizontal reinforcement shall be placed in bond beam units with a minimum grout cover of 1 inch (25.4 mm) above reinforcing steel for each grout pour.

  2104.3 Aluminum equipment. [OSHPD 1R, 2 & 5] Grout shall not be handled nor pumped utilizing aluminum equipment unless it can be demonstrated with the materials and equipment to be used that there will be no deleterious effect on the strength of the grout.

  SECTION 2105—QUALITY ASSURANCE

  2105.1 General. A quality assurance program shall be used to ensure that the constructed masonry is in compliance with the approved construction documents.

  The quality assurance program shall comply with the inspection and testing requirements of Chapter 17 and TMS 602. 2105.2 Compressive strength , f ′ m . [OSHPD 1R, 2 & 5] Testing of masonry shall be provided in accordance with TMS 602, Article 1.4 B.

  Exception: Where values of f ′ m greater than 2,000 psi (13.79 MPa) are used in the design of reinforced grouted multi-wythe masonry and reinforced hollow unit masonry, they shall be based on prism test results in accordance with TMS 602, Article 1.4 B.3 submitted by the architect or engineer to the enforcement agency which demonstrate the ability of the proposed construction to meet prescribed performance criteria for strength exceed 3,000 psi (20.7 MPa).

  The architect or structural engineer shall establish a method of quality control of the masonry construction acceptable to the enforcement agency which shall be described in the contract documents. Verification of compliance with the requirements for the specified strength of masonry during construction shall be provided using the prism test method in accordance with TMS 602, Article 1.4 B.3. Verification of compliance with the specified compressive strength prior to the start of construction shall be obtained by using the prism test method in accordance with TMS 602, Article 1.4 B.3.

  2105.3 Mortar and grout tests. [OSHPD 1R, 2 & 5] TMS 602, Article 1.4 B Compressive strength determination. Modify TMS 602, Arti- cle 1.4 B as follows by adding:

  5. Additional testing requirements: a. At the beginning of all masonry work, at least one test sample of the mortar shall be taken on 3 successive working days and at 1-week intervals thereafter. Where mortar is based on a proportion specification, mortar shall be sampled and tested during construction in accordance with ASTM C780, including Annex 4, to verify the proportions specified in ASTM C270, Table 2. Where mortar is based on a property specification, mortar shall be laboratory prepared and tested prior to construction in accordance with ASTM C780 to verify the properties specified in ASTM C270, Table 1 and field sampled and tested during construction in _accordance with ASTM C780 to verify the proportions with the laboratory tests.

• CBC § 2303.4.2 High relevance — show source text

  2303.4.2 Truss placement diagram. The truss manufacturer shall provide a truss placement diagram that identifies the proposed location for each individually designated truss and references the corresponding truss design drawing. The truss placement diagram shall be provided as part of the truss submittal package, and with the shipment of trusses delivered to the job site. Truss placement diagrams that serve only as a guide for installation and do not deviate from the permit submittal drawings shall not be required to bear the seal or signature of the truss designer.

  2303.4.3 Truss submittal package. The truss submittal package provided by the truss manufacturer shall consist of each individual truss design drawing, the truss placement diagram, the permanent individual truss member restraint/bracing method and details and any other structural details germane to the trusses; and, as applicable, the cover/truss index sheet.

  2303.4.3.1 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] In addition to Sections 2303.4.1 and 2303.4.2, the following requirements apply: 1. Construction documents. The construction documents prepared by the registered engineer or licensed architect for the project shall indicate all requirements for the truss design, including:

  1.1 Deflection criteria.

  1.2 Connection details to structural and non-structural elements (e.g. non-bearing partitions). 2. Requirements for approval. The truss design drawings and engineering analysis shall be provided to the enforcement agency and approved prior to truss fabrication, in accordance with the California Administrative Code (Title 24, Part 1). Alterations to the approved truss design drawings or manufactured trusses are subject to the approval of the enforce- ment agency.

  2303.4.4 Anchorage. The design for the transfer of loads and anchorage of each truss to the supporting structure is the responsibility of the registered design professional.

  2303.4.5 Alterations to trusses. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written concurrence and approval of a registered design professional. Alterations resulting in the addition of loads to any member (for example, HVAC equipment, piping, additional roofing or insulation) shall not be permitted without verification that the truss is capable of supporting such additional loading.

  2303.4.6 TPI 1 specifications. In addition to Sections 2303.4.1 through 2303.4.5, the design, manufacture and quality assurance of metal-plate-connected wood trusses shall be in accordance with TPI 1. Job-site inspections shall be in compliance with Section 110.4, as applicable.

  2303.4.7 Truss quality assurance. Trusses not part of a manufacturing process in accordance with either Section 2303.4.6 or a referenced standard, which provides requirements for quality control done under the supervision of a third-party quality control agency, shall be manufactured in compliance with Sections 1704.2.5 and 1705.5, as applicable.

  2303.5 Test standard for joist hangers. Joist hangers shall be in accordance with ASTM D7147.

  2303.6 Nails and staples. Nails and staples shall conform to requirements of ASTM F1667, including Supplement 1.

• CBC § 3.4. High relevance — show source text

  _ 4. Site data report in accordance with the CBC 1980 shall establish that seismically induced differential settlement does not exceed 1 ″ in 40 ′ .

  5. Adjacent buildings shall satisfy the SPC building separation requirements in accordance with the California Administrative Code, Chapter 6 Section 3.4. 6. The addition of new structural elements or strengthening of existing structural elements for retrofit of nonconforming build- ings to SPC-4D shall comply with the following: a) The seismic demand (forces or displacements) shall be in accordance with the CBC 1980; b) Capacity, detailing and connections for new structural elements shall satisfy the requirements in the CBC 2025 for new construction; and c) The strengthening of existing structural elements shall use capacities determined in accordance with the CBC 2025 for new construction consistent with the detailing and connections used in the strengthened member. 7. All construction, quality assurance and quality control shall be in accordance with the new construction provisions of CBC 2025.

  8. Elements not part of the Seismic Force-Resisting System (SFRS), including those identified in the California Administrative Code Chapter 6, Article 10, shall be evaluated using seismic forces and the requirements of the CBC 1980. 9. Any column or wall that forms part of two or more intersecting SFRS and is subjected to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20 percent of the axial design strength of the column or wall shall be evaluated for the most critical load effect due to application of seismic force in any direction. The most critical load effect may be deemed to be satisfied if members and their foundations are evaluated for 100 percent of the forces for one direction plus 30 percent of the forces for the perpendicular direction, whereby the combination produces the maximum effect. Exceptions: The following buildings (with structural irregularities or unusual configuration/system) shall not be eligible for the SPC-4D upgrade using the prescriptive provisions in this section: 1. Buildings with prohibited irregularities in accordance with California Building Code 2022 Section 1617A.1.10.

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  PRESCRIPTIVE COMPLIANCE METHOD

  2. Buildings taller than 5 stories or 65' height above the base having horizontal or vertical irregularities in accordance with ASCE 7-10 Tables 12.3-1 Items #1a, 1b and 3 or 12.3-2 Items #1a, 1b, 5a and 5b.

  3. Buildings with unusual configuration or structural system, as determined by the building official.

  501A.3.2 Prescriptive compliance provisions for SPC-4D using the new building design requirements of this code. Structures satisfying the requirements of the California Building Code for new general acute care hospital buildings design shall be deemed to satisfy the SPC-4D requirements of Table 2.5.3, Chapter 6 of the California Administrative Code.

• CBC § 25.4 High relevance — show source text

  Member locations.|—|X|X|X| |c. Application of joint details at each connection.|—_|X|X|X| |For SI: 1 inch = 25.4 mm.
  a.
  Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
  a.
  Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
  a.
  Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
  a.
  Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
  a.
  Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|

  Notes: [OSHPD 1 & 4]

  1. Quality assurance requirements in AISC 360, AISC 341, AISC 358, AISI S240, SDI QA/QC and AISC 370 are equivalent to special inspection and testing requirements in this code and are provided by approved agencies employed by the Owner. 2. Chapter 22A requires the steel fabrication and erection, including quality control, to be in accordance with the AISC 360, AISC 341, AISC 358, AISC 358, AISI S240 and AISC 370.

  1705 A .2.2 Structural stainless steel. Special inspections and nondestructive testing of structural stainless steel elements in buildings and portions thereof shall be in accordance with the quality assurance requirements of AISC 370 and this code .

  The following provisions of AISC 370, Chapter N are not permitted: 1. N5, Item 3 (Coordinated Inspection). 2. N6 (Approved Fabricators and Erectors). 3. [DSA-SS, DSA-SS/CC] Quality assurance application of: a. N4, Item 3(c) and 3(d) (NDT Personnel Qualifications). b. N5, Item 2 (Quality Assurance). c. N5, Item 4 (Inspection of Welding) d. N7 (Nonconforming Material and Workmanship).

  [ DSA-SS, DSA-SS/CC ] Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

  Replace AISC 370, Section N5.5(b), as follows:

  For structures in R isk C ategory II, III or IV, as defined in the California Building Code, UT shall be performed by QA on all complete-joint-penetration (CJP) groove welds subject to transversely applied tension loading in butt, T- and corner joints, in material [5] / 16 in. (8 mm) thick or greater.

  1705 A .2.3 Cold-formed steel deck. Special inspections for cold-formed steel floor and roof deck shall be in accordance with the quality assurance requirements of SDI QA/QC and this code.

• CBC § 501A.3 High relevance — show source text

  501 A .2 Fire-resistance ratings. Fire-resistance ratings shall comply with the California Building Standards Code.

  501A.3 Prescriptive compliance provisions. Alterations, additions and changes of occupancy to the following categories of existing buildings and structures shall comply with the provisions of this section.

  501A.3.1 Prescriptive compliance provisions for SPC-4D using the California Building Code, 1980 (CBC 1980). Nonconforming buildings shall satisfy the following requirements: 1. The California Building Code, 1980 (CBC 1980), as used in this chapter, consists of the Uniform Building Code, 1979 (UBC 1979) along with requirements contained in: a) California Code of Regulations, Title 24- Building Standards, dated February 2, 1980 (Revision record for Register 80, No. 5). b) California Code of Regulations, Title 22 – Social Security, dated October 13, 1979 (Revision Record for Register 79, No 41). c) California Code of Regulations, Title 17 – Public Health, dated October 13, 1979 (Revision Record for Register 79, No 41-B). 2. All existing structural elements of Seismic Force Resisting System (SFRS) shall satisfy the detailing requirements in the CBC 1980 or demonstrate that the level of seismic performance is equivalent to that given in the CBC 1980, as determined by the building official. 3. A continuous load path or paths with adequate strength and stiffness to transfer all the forces from the point of origin to final point of resistance shall be justified by analysis. 4. Site data report in accordance with the CBC 1980 shall establish that seismically induced differential settlement does not exceed 1 ″ in 40 ′ .

  5. Adjacent buildings shall satisfy the SPC building separation requirements in accordance with the California Administrative Code, Chapter 6 Section 3.4. 6. The addition of new structural elements or strengthening of existing structural elements for retrofit of nonconforming build- ings to SPC-4D shall comply with the following: a) The seismic demand (forces or displacements) shall be in accordance with the CBC 1980; b) Capacity, detailing and connections for new structural elements shall satisfy the requirements in the CBC 2025 for new construction; and c) The strengthening of existing structural elements shall use capacities determined in accordance with the CBC 2025 for new construction consistent with the detailing and connections used in the strengthened member. 7. All construction, quality assurance and quality control shall be in accordance with the new construction provisions of CBC 2025.

  8. Elements not part of the Seismic Force-Resisting System (SFRS), including those identified in the California Administrative Code Chapter 6, Article 10, shall be evaluated using seismic forces and the requirements of the CBC 1980. 9. Any column or wall that forms part of two or more intersecting SFRS and is subjected to axial load due to seismic forces acting along either principal plan axis equaling or exceeding 20 percent of the axial design strength of the column or wall shall be _evaluated for the most critical load effect due to application of seismic force in any direction.

• CBC § 1705A.3.9.2 Medium relevance — show source text

  1705A.3.9.2 Preconstruction tests. A shotcrete mockup panel shall be shot, cured, cored or sawn, examined and tested prior to commencement of the project. The mockup panel shall be representative of the project and simulate job conditions as closely as possible. The mockup panel thickness and reinforcing shall reproduce the thickest and most congested area specified in the struc- tural design. It shall be shot at the same angle, using the same nozzleman and with the same concrete mix design that will be used on the project. Adequate encasement of bars larger than No. 5 shall be demonstrated by the mockup panel. The equipment used in preconstruction testing shall be the same equipment used in the work requiring such testing, unless substitute equipment is approved by the building official. Reports of preconstruction tests shall be submitted to the building official as specified in Section 1704A.5. Approval from the enforcement agency must be obtained prior to performing shotcrete mockup panels.

  1705 A .4 Masonry construction. Special inspections and tests of masonry construction shall be performed in accordance with the quality assurance program requirements of TMS 402 and TMS 602, as set forth in Tables 3 and 4, Level 3 requirements and Chapter 21A. Testing shall be performed in accordance with Section 2105A ([DSA-SS/CC] 2115.8). Special inspection and testing of post-installed anchors in masonry shall be required in accordance with requirements for concrete in Chapters 17A and 19A. Batch plant inspection of grout materials shall be in accordance with Section 1705A.3.3.

  1705 A .4.1 Glass unit masonry and masonry veneer in Risk Category II, III or IV. Special inspections and tests for glass unit masonry or masonry veneer designed in accordance with Section 2110 A or Chapter 14, respectively, where they are part of a structure classified as Risk Category II, III or IV shall be performed in accordance with TMS 602 Tables 3 and 4, Level 2.

  1705A.4.1.1 TMS 602 Section 1.6 Quality Assurance. Replace footnote (d) in TMS 602 Table 4 as follows:

  (d) Periodic special inspection is required for all veneer.

  1705 A .4.2 Vertical masonry foundation elements. Special inspections and tests of vertical masonry foundation elements shall be performed in accordance with Section 1705 A .4.

  1705 A .5 Wood construction. Special inspections of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704 A .2.5 except as modified in this section . Special inspections of site-built assemblies shall be in accordance with this section.

• CBC § 26.6.4 Medium relevance — show source text

  6. Reports of material properties verifying compliance with the requirements of AWS D1.4 for weldability as specified in Section 26.6.4 of ACI 318 for reinforcing bars in concrete complying with a standard other than ASTM A706 that are to be welded.
  7. Reports of mill tests in accordance with Section 20.2.2.5 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 D, E or F.

  1704 A .6 Structural observations. The owner shall employ a registered design professional to perform structural observations. The structural observer shall visually observe representative locations of structural systems, details and load paths for general conformance to the approved construction documents. Structural observation does not include or waive the responsibility for the inspections in Section 110 or the special inspections in Section 1705 A 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.

  SECTION 1705 A —REQUIRED SPECIAL INSPECTIONS AND TESTS

  1705 A .1 General. Special inspections and tests of elements and nonstructural components of buildings and structures shall meet the applicable requirements of this section.

  1705 A .1.1 Special cases. 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:

  1. Construction materials and systems that are alternatives to materials and systems prescribed by this code.
  2. Unusual design applications of materials described in this code.
  3. 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.

  1705 A .2 Steel construction. 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 fabrication process for the entire building or structure does not include any welding, thermal cutting or heating operation of any kind. 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 where required by the approved construction documents.

  1705 A .2.1 Structural steel. 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 AISC 360 and this code.

• CBC § 4.1 Medium relevance — show source text

  1705 A .4.1 Glass unit masonry and masonry veneer in Risk Category II, III or IV. Special inspections and tests for glass unit masonry or masonry veneer designed in accordance with Section 2110 A or Chapter 14, respectively, where they are part of a structure classified as Risk Category II, III or IV shall be performed in accordance with TMS 602 Tables 3 and 4, Level 2.

  1705A.4.1.1 TMS 602 Section 1.6 Quality Assurance. Replace footnote (d) in TMS 602 Table 4 as follows:

  (d) Periodic special inspection is required for all veneer.

  1705 A .4.2 Vertical masonry foundation elements. Special inspections and tests of vertical masonry foundation elements shall be performed in accordance with Section 1705 A .4.

  1705 A .5 Wood construction. Special inspections of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704 A .2.5 except as modified in this section . Special inspections of site-built assemblies shall be in accordance with this section.

  1705 A .5.1 High-load diaphragms. High-load diaphragms designed in accordance with Section 2306.2 or 2307.1 shall be installed with special inspections as indicated in Section 1704 A .2. The special inspector shall inspect the wood structural panel sheathing to ascertain whether it is of the grade and thickness shown on the approved construction documents. Additionally, the special inspector must verify the nominal size of framing members at adjoining panel edges, the nail or staple diameter and length, the number of fastener lines and that the spacing between fasteners in each line and at edge margins agrees with the approved construction documents.

  1705 A .5.2 Metal-plate-connected wood trusses spanning 60 feet or greater. Where a truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.

  1705 A .5.3 Mass timber construction. Special inspections of mass timber elements in Types IV-A, IV-B and IV-C construction shall be in accordance with Table 1705 A .5.3.

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  SPECIAL INSPECTIONS AND TESTS

  TABLE 1705A.5.3—REQUIRED SPECIAL INSPECTIONS OF MASS TIMBER CONSTRUCTION	Col2	Col3	Col4
  TYPE	TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION
  1.	Inspection of anchorage and connections of mass timber construction to timber deep foundation systems.	—	X
  2.	Inspect erection of mass timber construction.	—	X
  3.	Inspection of connections where installation methods are required to meet design loads.
  	_3.1.

• CBC § 1.1.1 Medium relevance — show source text

  2206 A .1.1.1 Seismic Design Categories B and C. Not permitted by DSA-SS and OSHPD.

  2206 A .1.1.2 Seismic Design Categories D through F. In cold-formed steel light-frame construction assigned to Seismic Design Category D, E or F, the seismic force-resisting system shall be designed and detailed in accordance with AISI S400. The following additional requirements apply: 1. Cold-formed steel stud foundation plates or sills shall be bolted or fastened to the foundation or foundation wall in accordance with Section 2304.3.4, Item 2.

  2. Shear wall assemblies in accordance with Sections E5, E6 and E7 of AISI 400 are not permitted within the seismic force- resisting system of buildings.

  2206 A .1.2 Prescriptive framing. Not permitted by DSA-SS and OSHPD.

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  STEEL

  2206 A .1.3 Truss design. Cold-formed steel trusses shall comply with the additional provisions of Sections 2206 A .1.3.1. through 2206 A .1.3.3.

  Complete engineering analysis and truss design drawings shall accompany the construction documents submitted to the enforce- ment agency for approval. When load testing is required, the test report shall be submitted with the truss design drawings and engineering analysis to the enforcement agency.

  2206 A .1.3.1 Truss design drawings. The truss design drawings shall conform to the requirements of Section I1 of AISI S202 and shall be provided with the shipment of trusses delivered to the job site. The truss design drawings shall include the details of permanent individual truss member restraint/bracing in accordance with Section I1.6 of AISI S202 where these methods are utilized to provide restraint/bracing. [DSA-SS] Deferred submittal per Section I1.4.2 of AISI S202 is not permitted by DSA-SS.

  2206 A .1.3.2 Trusses spanning 60 feet or greater. The owner or the owner’s authorized agent shall contract with a registered design professional for the design of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing for trusses with clear spans 60 feet (18 288 mm) or greater. Special inspection of trusses over 60 feet (18 288 mm) in length shall be in accordance with Section 1705.2.

  2206 A .1.3.3 Truss quality assurance. Trusses not part of a manufacturing process that provides requirements for quality control done under the supervision of a third-party quality control agency in accordance with AISI S240 Chapter D shall be fabricated in compliance with Sections 1704.2.5 and 1705.2, as applicable.