N.Y.C. Admin. Code § BC 3305: Section BC 3305: Material Placement and Installation

3305.1 Scope.

Materials shall be placed and installed in accordance with the requirements of this section and in a manner such that the safety of the public and property will not be endangered.

3305.1.1 Handling and storing materials.

Materials to be placed or installed shall be handled and stored in such a manner as to prevent damage to the material, including but not limited to:

1. Being shipped and handled in a manner to avoid permanent deformation to the material or damage to protective coatings;

2. Being protected against corrosion that results in a loss of structural integrity; and

3. Not being dropped, thrown, or dragged.

3305.1.2 Rigging.

The requirements of Section 3316.9 and rules promulgated by the commissioner shall apply to the conduct of all rigging operations.

3305.2 Structural steel assembly.

Structural steel assembly shall be in accordance with the requirements of AISC 360 and the requirements of Chapter 22 and Sections 3305.2.1 through 3305.2.8 of this code.

3305.2.1 Shop drawings.

The requirements of Section 2205.3.1 shall apply.

3305.2.2 Field connections.

The requirements of Section 2205.3.2 shall apply.

3305.2.3 Repair of damage.

Any damage to protective coatings shall be repaired prior to the application of fireproofing, the placement of concrete around the steel, or any other action that would otherwise conceal the steel. Any loss of section, bends, crimps or other evidence of permanent deformations shall be repaired by methods approved by the registered design professional of record or the piece shall be rejected.

3305.2.4 Open web steel joists.

The placement and installation of open web steel joists shall comply with the requirements of Sections 3305.2.4.1 through 3305.2.4.3.

3305.2.4.1 Attached to support structure.

Open web steel joists shall be attached to the support structure, at least at one end on both sides of the seat, immediately upon placement in the final erection position and before additional joists are placed.

Exception: Open web steel joists that have been pre-assembled into panels with bridging shall be attached to the structure at each panel corner with sufficient bolted or welded connections before the hoisting cables are released.

3305.2.4.2 Connection to bays.

Connections of individual open web steel joists to steel structures in bays of 40 feet (12 192 mm) or more shall be fabricated to allow for field bolting of connections during erection.

Exception: Open web steel-joists that have been pre-assembled into panels.

3305.2.4.3 Landing and placing loads.

The landing and placing of loads on open web steel joists shall be in accordance with the following requirements:

1. No load shall be placed on open web steel joists until they are permanently fastened in place or otherwise secured in accordance with methods approved by the registered design professional of record, and the special inspector responsible for the open web steel joists has signed and dated a report indicating compliance with the requirements of this item.

2. During the construction period, the contractor shall ensure that all loads placed on the steel are distributed so as not to exceed the carrying capacity of any open web steel joist.

3. Except as provided in item number 5, no construction loads are allowed on the steel joists until all bridging is installed and anchored and all joist-bearing ends are attached.

4. The weight of a bundle of joist bridging shall not exceed a total of 1,000 pounds (454 kg). A bundle of joist bridging shall be placed on a minimum of three steel joists that are secured at one end. The edge of the bridging bundle shall be positioned within 1 foot (305 mm) of the secured end.

5. No bundle of decking may be placed on steel joists until all bridging has been installed and anchored and all joist bearing ends attached, unless all of the following conditions are met:

5.1. The contractor has first determined from a qualified person and documented in a site-specific erection plan that the structure or portion of the structure is capable of supporting the load;

5.2. The bundle of decking is placed on a minimum of three steel joists;

5.3. The joists supporting the bundle of decking are attached at both ends;

5.4. At least one row of bridging is installed and anchored;

5.5. The total weight of the bundle of decking does not exceed 4,000 pounds (1816 kg); and

5.6. Placement of the bundle of decking shall be in accordance with item number 6.

6. The edge of the construction load shall be placed within 1 foot (305 mm) of the bearing surface of the joist end.

3305.2.5 Reserved.

3305.2.6 Erection of trusses.

Trusses shall be braced or guyed, as necessary, for the safety of the structure.

3305.2.7 Erection of frames.

Structural frames shall be properly braced with shores, guyed cables, turnbuckles, or other devices, as necessary, for the safety of the structure.

3305.2.8 Permanent flooring and steel erection in tiered buildings.

The permanent floors of such buildings or other structures shall be installed as soon as possible as the erection of structural steel members progresses. In no case shall there be more than eight stories, floors or equivalent levels or 120 feet (36 576 mm), whichever is less, between the working deck and the uppermost permanent floor.

Exception: Where otherwise designed, in accordance with the approved construction documents, by the registered design professional of record.

3305.3 Concrete formwork.

Concrete formwork shall be in accordance with the requirements of Sections 3305.3.1 through 3305.3.7.

3305.3.1 General requirements.

The design, fabrication and erection of forms shall comply with the requirements of Sections 3305.3.1.1 through 3305.3.1.6.

3305.3.1.1 Safe support of loads.

Formwork, including all related braces, shoring, framing, and auxiliary construction, shall be proportioned, erected, supported, braced, and maintained so that it will safely support all vertical and lateral loads that might be applied until such loads can be supported by the permanent construction.

3305.3.1.2 Vertical and lateral loads.

Vertical and lateral loads shall be carried to the ground by the formwork system, by the new construction after it has attained adequate strength for that purpose, or by existing structures. Forms and their supports shall be designed so as not to damage previously placed structures.

3305.3.1.2.1 Use of existing structures to support vertical or lateral loads.

The use of existing structures to support vertical or lateral loads imposed by concrete construction operations shall require an evaluation by a registered design professional of the adequacy of the existing structure to support the loads to be imposed. The registered design professional shall prepare design drawings documenting the findings of the evaluation, indicate the location of formwork elements, and the interface between the formwork and the existing structure. The placement of concrete against a stay form adjacent to an existing structure, against insulation in a seismic gap, or against other elements that have the potential to transfer loads to an existing structure shall be assumed to impose a load on an existing structure, and shall always require an evaluation by a registered design professional in accordance with the requirements of this section. Where the evaluation determines the use of such elements does not impose a load, as documented on design drawings in accordance with this section, the requirement set forth in Item 8 of Section 3305.3.2.1 shall not apply.

3305.3.1.3 Bracing.

Forms shall be properly braced or tied together so as to maintain position and shape, and shall conform to the sizes and shapes of members as shown on the design drawings.

3305.3.1.4 Ramps, runways and platforms.

Ramps, runways, and platforms utilized in connection with concrete placement shall comply with Section 3315.

3305.3.1.5 Design.

Concrete formwork shall be designed in accordance with Section 3305.3.2.

3305.3.1.6 Forms for prestressed and post-tensioned concrete.

Forms for prestressed and post-tensioned concrete members shall be designed and constructed to permit movement of the member without damage during application of the prestressing or post-tensioning forces, or during installation of the prestressing steel.

3305.3.2 Design of concrete formwork.

Design of formwork, including but not limited to forms, proprietary formwork products, shores, and shoring foundations, shall comply with ACI 318, Section 26.11, and the requirements of Sections 3305.3.2.1 through 3305.3.2.8 of this code.

3305.3.2.1 Design drawings.

Site-specific formwork design drawings prepared by a registered design professional shall be required in the following cases:

1. For concrete formwork in a structure classified as a major building;

2. Wherever the shore or form height exceeds 14 feet (4267 mm);

3. Wherever the total vertical load on the forms exceeds 150 pounds per square foot (732 kg/m

2

);

4. Wherever power buggies are used;

5. Wherever multi-stage shores are used;

6. Wherever the slab thicknesses or beam heights equal or exceed 10 inches (254 mm);

7. Wherever there are concentrated loads exceeding 2,000 pounds (907 kg) imposed on the formwork; or

8. Wherever there are loads are imposed on existing structures in accordance with Section 3305.3.1.2.1.

Exception: Design drawings prepared by a registered design professional are not required for formwork installed in conjunction with slabs supported directly on grade or footings where such slab or footing does not impart any load on an adjacent structure.

3305.3.2.2 Vertical loads.

Vertical loads shall include the total dead and live loads. Dead load shall include the weight of the formwork plus the weight of the reinforcement and fresh concrete. Live load shall allow for the weight of the workers and equipment, with allowance for impact, but in no case shall be less than 20 pounds per square foot (98 kg/m

2

).

3305.3.2.3 Lateral concrete pressure.

Design of forms, ties and bracing shall satisfy the minimum lateral pressures of fresh concrete specified in Table 3305.3.2.3. Maximum rate of placement shall be shown on the design drawings.

Table 3305.3.2.3 Minimum Lateral Pressures to be Assumed for Fresh Concrete Weighing 150 Pounds Per Cubic Foot

a, b, c

Type of Work

Minimum Lateral Pressure Assumed (psf)

Limitations 

Columns: Ordinary work with normal internal vibration

p = 150 + (9000R/T)

Maximum 3,000 psf or 150h, whichever is less

Walls: Rate of placement at 7 feet per hour or less

p = 150 + (9000R/T)

Maximum 2,000 psf or 150h, whichever is less

Walls: Rate of placement at greater than 7 feet per hour

p = 150 + (43400/T) + (2800R/T)

Maximum 2,000 psf or 150h, whichever is less

Slabs

p = 150h 

None

For SI: 1 inch = 25.4 mm, 1 foot per second = 0.305 m/s, 1 pound per cubic foot = 16.02 kg/m

3

, 1 pound per square foot = 4.882 kg/m

2

, °C = (°F-32)/1.8.

where:

R = rate of placement, feet per hour.

T = temperature of concrete in the forms, °F.

h = height of fresh concrete above point considered, feet.

a. Allowances for change in lateral pressure shall be made for concrete weighing other than 150 pcf; for concrete containing pozzolanic additions or cements other than Type I, for concrete having slumps greater than 6 inches, or for concrete consolidated by revibration or external vibration of forms.

b. Where retarding admixtures are employed under hot weather conditions, an effective value of temperature less than that of the concrete in the forms shall be used in the above formula.

c. If retarding admixtures are used in cold weather, the lateral pressure may be assumed as that exerted by a fluid weighing 150 pcf.

Braces and shores shall be designed to resist all external loads, including, but not limited to, wind, cable tensions, inclined supports, dumping of concrete, and starting and stopping of equipment. In no case shall the assumed value of lateral load acting in any direction at each floorline be less than 100 plf applied along the edge or 2 percent of total dead load of the floor, whichever is greater. Except for foundation walls that are poured against a rigid backing, wall forms shall be designed for a minimum lateral load of 10 pounds per square foot (49 kg/m

2

), and bracing for wall forms shall be designed for a lateral load of at least 100 pounds per linear foot (148.8 kilograms per linear meter) of wall, applied at the top. The lateral load acting on walls greater than 14 feet (4267 mm) high shall be determined by analysis of conditions applicable to the site and building.

3305.3.2.5 Special loads.

The formwork shall be designed for any special conditions of construction likely to occur, such as unsymmetrical placement of concrete, impact of machine-delivered concrete, uplift and concentrated loads.

3305.3.2.6 Shoring and bracing.

Shoring and bracing shall comply with Sections 3305.3.2.6.1 through 3305.3.2.6.4.

3305.3.2.6.1 Approval.

When patented or commercial devices that are not susceptible to design are used for shoring, bracing, or splicing, they shall be approved by the commissioner.

3305.3.2.6.2 Splices.

Splices shall develop the full strength of the spliced members.

3305.3.2.6.3 Bracing.

Where shore height exceeds 10 feet (3048 mm), or when necessary to provide structural stability, diagonal bracing shall be provided. Struts, anchored into masonry or to panel joints of adjacent braced bays may be used to prevent buckling of individual members not supported by the diagonal bracing, but bracing an entire tier of shores with struts without diagonal bracing shall be prohibited unless the system can be demonstrated to be braced by other rigid construction.

3305.3.2.6.4 Unbraced length of shores.

The unbraced length of shores shall not exceed the maximum length determined in accordance with the requirements of this code for the structural material used.

3305.3.2.7 Foundations.

Foundations for shores more than 10 feet (3048 mm) high and supported on the ground shall be designed by a registered design professional.

3305.3.2.8 Settlement.

Formwork shall be so constructed that vertical adjustments can be made to compensate for take-up and settlements. Wedges, jacks or other positive means shall be provided for this purpose.

3305.3.3 Formwork inspection and observation.

Formwork shall be inspected and observed in accordance with the requirements of Sections 3305.3.3.1 through 3305.3.3.3.

3305.3.3.1 Inspection by contractor.

Formwork, including shores, reshores, braces and other supports, shall be inspected prior to placement of reinforcing steel to verify the adequacy and proper installation of the formwork, and where construction documents and form design drawings are provided, that the formwork conforms to the construction documents and form design drawings. Subsequently, during and after concreting, periodic inspections shall be performed to detect incipient problems, and the elevations, camber, and vertical alignment of formwork systems shall be inspected using tell-tale devices. Such inspections shall be performed by a qualified person designated by the contractor; nothing shall prohibit the concrete safety manager from performing such inspection where so designated. The results of such inspections shall be documented in an inspection report signed and dated by the qualified person who performed the inspection. The names of the persons responsible for such inspections and the foreman in charge of the formwork shall be posted in the field office.

3305.3.3.2 Formwork observation.

In addition to the inspections by the contractor required pursuant to Section 3305.3.3.1, visual observations of the formwork for the general conformance with the design intent shall be performed by:

1. The formwork designer;

2. An employee of the formwork designer under his or her direct supervision;

3. A registered design professional retained by the formwork designer; or

4. An employee of such retained registered design professional under the direct supervision of such retained registered design professional.

Exceptions: Formwork observation pursuant to Section 3305.3.3.2 shall not be required for:

1. Formwork that does not require design drawings pursuant to Section 3305.3.2.1; and

2. One- two- and three-family dwellings and accessory uses to such buildings.

3305.3.3.2.1 Intervals.

Formwork shall be observed at intervals permitting observation of representative configurations throughout the project duration. The formwork designer shall maintain a log of such observations at the construction site. At a minimum, observations shall be made:

1. Immediately after formwork related incidents or violations are issued; and

2. When concrete construction operations are significantly modified such as changes to form materials, concrete placement cycle, or form and support layout prior to use of the change.

3305.3.3.2.2 Discrepancies from the formwork design.

Where the individual performing the formwork observation pursuant to Section 3305.3.3.2 discovers a discrepancy from the formwork design, such discrepancy shall be immediately brought to the attention of the concrete contractor. The concrete contractor shall be responsible for correcting the discrepancy. In addition, the site safety manager, site safety coordinator, and concrete safety manager, as applicable, shall be notified of discrepancies from the formwork design that relate to site safety. Follow-up observations to confirm corrective action has been taken shall be made by the formwork designer or his or her qualified designee pursuant to Section 3305.3.3.2.

3305.3.3.2.3 Hazardous formwork conditions.

Where an observed formwork condition hazardous to life, safety, or health is not immediately corrected by the responsible contractor, the formwork designer or his or her qualified designee pursuant to Section 3305.3.3.2 shall immediately report such hazardous formwork condition and such failure to correct the hazardous formwork condition to the commissioner.

3305.3.3.3 Special inspection.

The requirements of Chapter 17 shall apply.

3305.3.4 Construction.

Concrete formwork, including but not limited to forms, shores, and shoring foundations, shall be constructed in conformance with the design drawings, where such drawings are required by Section 3305.3.2.1, and shall also be constructed to comply with the requirements of Sections 3305.3.4.1 through 3305.3.4.5.

3305.3.4.1 Field-constructed lap splices.

Field-constructed lap splices, other than approved devices, shall not be used more often than for every other shore under slabs or for every third shore under beams and shall develop the full strength of the members. Such spliced shores shall be uniformly distributed throughout the work. Splices shall not be located near the midheight of the shores unless lateral support is provided, nor midway between points of lateral support.

3305.3.4.2 Vertical shores.

Vertical shores incorporated in multi-stage shores shall be set plumb and in alignment with lower tiers so that loads from upper tiers are transferred directly to the lower tiers, or adequate transfer members shall be provided. Provision shall be made to transfer the lateral loads to the ground or to completed construction of adequate strength. Vertical shores shall be so erected that they cannot tilt, and shall have firm bearing. Inclined shores and the bearing ends of all shores shall be braced against slipping or sliding. The bearing surfaces shall be cut square and have a tight fit at splices.

3305.3.4.3 Runways.

Runways for moving equipment shall be provided with struts or legs as required and shall be supported directly on the formwork or structural member and not on the reinforcement.

3305.3.4.4 Unsafe conditions.

Any unsafe condition or necessary adjustment revealed by inspection shall be remedied immediately. If, during construction, any weakness develops and the formwork shows any undue settlement or distortion, the work shall be stopped, the affected construction removed if permanently damaged, and the formwork strengthened.

3305.3.4.5 Formwork interconnection.

Horizontal formwork deck panels and beam formwork shall be positively connected to all formwork support systems. Connections located within 16 feet (4877 mm) from the building perimeter shall be installed continuously throughout the day as the formwork is installed and shall be in place prior to the end of the shift.

3305.3.5 Removal of forms and shoring.

The removal of forms and shoring shall comply with the requirements of Sections 3305.3.5.1 through 3305.3.5.6.

3305.3.5.1 Removal schedule.

Before starting construction, the contractor shall develop a procedure and schedule for removal of shores and installation of reshores and for calculating the loads transferred to the structure during the process.

3305.3.5.1.1 Data and analysis.

The structural analysis and concrete strength data used in planning and implementing form removal and reshoring shall be furnished by the registered design professional responsible for the removal schedule to the commissioner when so requested.

3305.3.5.1.2 Support and removal.

No construction loads shall be supported on, nor any shoring removed from, any part of the structure under construction except when that portion of the structure in combination with the remaining forming and shoring system has sufficient strength to support safely its weight and the loads placed thereon.

3305.3.5.1.3 Concrete strength.

Sufficient strength shall be demonstrated by structural analysis of the proposed loads, the strength of the forming and shoring system, and concrete strength data. Concrete strength data shall be based on tests of field-cured cylinders. As an alternative, the concrete strength is permitted to be estimated using the maturity method performed in accordance with ASTM C 1074, provided that the strength is at least 500 psi (3447.38 kPa) higher than the specified compressive strength necessary for formwork or shoring removal, as applicable. Other procedures for evaluating concrete strength are also permitted when approved by the commissioner.

3305.3.5.2 Construction loads.

No construction loads exceeding the combination of superimposed dead load plus specified live load shall be supported on any unshored portion of the structure under construction, unless analysis indicates adequate strength to support such additional loads.

3305.3.5.3 Prestressed members.

Form supports for pre-stressed concrete members shall not be removed until sufficient prestressing has been applied to prestressed members to carry their dead load, anticipated construction loads, and prestress transfer forces.

3305.3.5.4 Manner of removal.

Forms shall be removed in such a manner as to ensure the complete safety of the public and property.

3305.3.5.5 Shores support.

Where the structure as a whole is supported on shores, beam and girder sides, columns and similar vertical forms may be removed after the concrete is sufficiently hard to withstand damage from the removal. In no case shall the supporting forms or shoring be removed until the members have acquired sufficient strength to safely support their weight and the load thereon.

3305.3.5.6 Control tests.

The results of control tests, including concrete cylinder specimens prepared in accordance with ASTM C 31, cast-in-place cores, or other device that will produce test specimens representative of the condition of the concrete in place, of suitable size and proportions, and approved by the registered design professional of record shall be evidence that the concrete has attained sufficient strength or the strength as may be specified on the drawings.

3305.3.6 Reshoring.

Reshoring shall be provided to support the construction where forms and shores are stripped before the concrete has attained sufficient strength to support the superimposed loads due to construction above. Reshoring shall comply with Sections 3305.3.6.1 through 3305.3.6.8.

3305.3.6.1 Reshores limitations.

Reshores shall comply with the requirements of Sections 3305.3.6.1.1 through 3305.3.6.1.7.

3305.3.6.1.1 Secureness of reshores.

Reshores of wood or metal shall be screw adjusted or jacked and locked and wedged to make them secure. Reshores shall not be jacked or screwed so tightly that they preload the floor below or remove the normal deflection of the slab above.

3305.3.6.1.2 Reshores in proximity to unenclosed perimeters.

Reshores within 10 feet (3048 mm) of an unenclosed perimeter of a building shall be secured to prevent them from falling off the building.

3305.3.6.1.3 Wedges.

Wedges shall not be used within 10 feet (3048 mm) of the facade or at such other locations as determined by the commissioner.

3305.3.6.1.4 Stresses.

In no case shall shores be so located as to alter the pattern of stresses determined in the original structural analysis or to induce tensile stresses where reinforcing bars are not provided.

3305.3.6.1.5 Angle to surface.

Reshores shall be perpendicular to the surface that they are supporting.

3305.3.6.1.6 Adjusting devices.

Adjusting devices shall not be used if heavily rusted, bent, dented, rewelded or having broken weldments or other defects.

3305.3.6.1.7 Metal shoring and accessory parts.

Metal shoring and accessory parts shall be fully operative when in use.

3305.3.6.2 Site safety provisions.

Reshoring shall comply with the requirements of Sections 3305.3.6.2.1 through 3305.3.6.2.3.

3305.3.6.2.1 Emergency.

Extra shores or material and equipment that might be needed in an emergency shall be furnished.

3305.3.6.2.2 Stripping.

Care shall be taken while stripping is underway to ensure that material does not fall off the building.

3305.3.6.2.3 Building materials.

Building materials shall be properly piled and tied or contained.

3305.3.6.3 Bracing.

Lateral bracing shall be provided during reshoring operations, and reshores shall be located as close as practical to the same position on each floor to provide continuous support from floor to floor.

3305.3.6.4 Reshoring beam and girder construction.

Where reshoring of beam and girder construction is required, the forms shall not be removed from more than one girder at a time, and the girder shall be reshored before any other supports are removed. After the supporting girders are reshored, the form shall be removed from one beam with its adjacent slabs and the beam shall be reshored before any other supports are removed. Slabs spanning 10 feet (3048 mm) or more shall be reshored along the centerline of the span.

3305.3.6.5 Reshoring flat slabs.

Where reshoring of flat-slab construction is required, the formwork cannot be stripped until the concrete has acquired sufficient strength to safely support its weight and the load thereon, or temporary preshores are provided supporting the slab at intervals of no more than 8 feet (2438 mm) on center to be replaced by reshores prior to placing concrete on the floor above. Reshores must be installed and remain in place until the concrete reaches full or sufficient strength to sustain the superimposed loads to which the concrete will be subjected.

3305.3.6.6 Stripping operation.

Debris generated as a result of stripping operations shall be immediately contained and removed at reasonable intervals. Stripping operations on concrete structures shall not be performed more than three stories below the story being formed.

3305.3.6.7 Prestressed construction.

Solid safety shields shall be provided at end anchorages of prestressing beds, or where necessary, for protection against breakage of prestressing strands, cables, or other assemblies during prestressing or casting operations.

3305.3.6.8 Reshoring Schedule.

A signed and sealed reshoring schedule shall be provided and maintained at the construction site whenever reshoring is employed.

Exception: A separate reshoring schedule is not required when the required reshoring information is covered on the approved construction documents prepared by the applicant of record.

3305.3.7 Alternate methods.

The contractor may submit alternate methods of stripping, shoring, reshoring, and strength control for approval by the registered design professional of record, subject to review by the commissioner.

3305.4 Precast concrete construction.

Precast concrete members shall be adequately braced and supported during erection to ensure proper alignment and structural integrity until permanent connections are completed.

3305.4.1 Cracking or deflections.

Any cracking or deflections inconsistent with the design drawings observed during handling shall be subject to assessment by a registered design professional prior to erection.

3305.4.2 Design of temporary shores.

Temporary shores shall be designed by a registered design professional.

3305.5 Aluminum erection.

In addition to the requirements of Section 2002, the erection of aluminum used for structural purposes shall comply with the requirements of Sections 3305.5.1 through 3305.5.4.

3305.5.1 Reserved.

3305.5.2 Temporary bracing.

Temporary bracing shall be provided to support all loads imposed upon the framework during construction that are in excess of those for which the framework was designed.

3305.5.3 Temporary connections.

As erection progresses, the work shall be securely bolted or welded to resist all dead loads, wind, and erection stresses.

3305.5.4 Alignment.

The structure shall be properly aligned before riveting, permanent bolting, or welding is performed.

3305.6 Masonry erection.

The requirements of Section 2104.5 shall apply.

3305.7 Wood construction.

The requirements of Section 2304 shall apply.

3305.8 Cold-formed steel light-frame construction.

The installation of cold-formed steel light-frame construction, the installation of decking on cold-formed steel light-frame construction, as well as the use of such framing and decking during construction or demolition operations shall be in accordance with the requirements of AISI S240 and the following sections. The design of cold-formed steel light-frame construction and decking on cold-formed steel light-frame construction shall meet the requirements of Chapter 22.

3305.8.1 Cutting, notching, and splicing.

Cutting, notching, and splicing of cold-formed steel structural members shall be performed only in accordance with specifications as indicated on drawings, including but not limited to erection drawings, approved by a registered design professional.

3305.8.2 Uniform bearing surface.

A uniform bearing surface shall be provided under cold-formed steel structural members. In no case shall the gap between the bottom track and the uniform bearing surface exceed 1/4 of an inch (6.4 mm). Leveling shall be subject to the approval of a registered design professional and shall be achieved through the use of either load bearing shims or grout.

3305.8.3 Corrosion protection.

The following precautions shall be taken to prevent corrosion of cold-formed steel structural members:

1. Dissimilar metals shall not be used in direct contact with cold-formed steel framing members unless approved for that application by the registered design professional of record for the cold-formed steel framing system.

2. Cold-formed steel framing members shall not be embedded in concrete unless approved for that application by the registered design professional of record for the cold-formed steel framing system.

3. Fasteners shall have a corrosion-resistant treatment, or be manufactured from material not susceptible to corrosion.

4. Welded connections shall be protected with a treatment, approved by the registered design professional of record for the cold-formed steel framing system, to retain corrosion resistance of the welded area.

3305.8.4 Screw connections.

Screw fasteners in cold-formed steel structural members shall extend through the steel connection with a minimum of three exposed threads.

3305.8.4.1 Stripped screws in direct tension prohibited.

Stripped screws in direct tension shall not be permitted.

3305.8.4.2 Stripped screws in shear connections.

Stripped screws in shear connections shall only be permitted if the number of stripped screw fasteners does not exceed 25 percent of the total number of fasteners in the connection.

3305.8.5 In-line framing.

Each joist, rafter, truss, and structural wall stud (above or below) shall be aligned vertically in accordance with the limits depicted in Figure B1.2.3-1 of AISI S240.

Exception: The alignment tolerance depicted in Figure B1.2.3-1 of AISI S240 shall not be required to be met when a structural load distribution member is specified in accordance with the approved construction documents.

3305.8.6 Joists, decking, and shoring and bracing.

Joists, temporary decking, permanent decking, and shoring and bracing for joists and decking shall be installed in accordance with the requirements of Section 3305.8.6.1 through 3305.8.6.9.

3305.8.6.1 Installed as indicated on drawings.

Joists, temporary decking, permanent decking, and shoring and bracing for joists and decking shall be installed as indicated on drawings, including but not limited to erection drawings, approved by a registered design professional. Such drawings shall be specific to the site and shall, at a minimum, indicate the following details:

1. Joists;

2. Permanent decking material;

3. Allowable temporary decking material;

4. Members and fasteners, including bridging, strapping, stiffeners, and placement of diaphragm;

5. Shoring and bracing, whether permanent or temporary, for joists, trusses, and decking, through all phases of work, including interim sequences;

6. Allowable designated temporary loading areas, or if no designated temporary loading areas are specified, a note that no temporary loading is allowed;

7. Types of materials and maximum loads allowed in each temporary loading area;

8. The permissible live and construction loads of the decking (temporary and permanent) and structure outside of temporary loading areas;

9. The minimum spacing of deck screws required for loading of the deck (temporary and permanent) during construction; and

10. Conditions to be satisfied before temporary shoring and bracing can be removed.

3305.8.6.2 Lateral bracing of floor joists.

Floor joists shall be laterally braced. Types of bracing to maintain structural integrity include but are not limited to steel straps screwed to top and bottom flanges, bridging between joists, web reinforcement, cross bracing, diagonal strap bracing, wall anchorage or any other details as specified on the approved drawings.

3305.8.6.3 Ceiling joists and roof trusses.

Ceiling joists and roof trusses shall be installed in accordance with one of the following:

1. With full bearing over the width of the bearing wall beneath;

2. Minimum 1 1/2 inch (38 mm) bearing end condition; or

3. In accordance with design drawings approved by a registered design professional.

3305.8.6.4 Account for all loads during construction.

Framing and decking, whether temporary or permanent, shall be designed to sustain all anticipated loads to be imposed by construction activity, including construction loads, concentrated loading caused by material delivery and loads generated by the movement of material and equipment.

3305.8.6.5 Bracing and shoring for temporary loading areas.

Bracing and shoring shall be provided for all temporary loading areas and shall be designed to support the maximum load allowed in the temporary loading area. In no case shall the required shoring be designed for a construction load of less than 100 psf. Bracing and shoring shall ultimately bear upon permanent structure or earth capable of sustaining the loads transmitted. The design shall also specify the criteria for the removal of any temporary bracing or shoring.

3305.8.6.6 Floor joists to be braced prior to installation of decking.

No decking or section of decking shall be placed on a joist until the joist has been fully installed and braced in accordance with Sections 3305.8.5 and 3305.8.6.

3305.8.6.7 Placing loads on cold-formed steel.

Loads shall be placed on cold-formed steel in accordance with section 3305.8.7.

3305.8.6.8 Removal or modification of temporary shoring and bracing.

No temporary shoring or bracing shall be removed until the cold-formed steel special inspector required by Chapter 17 has verified the shoring or bracing is no longer required in accordance with Item 10 of Section 3305.8.6.1. Modifications to temporary shoring or bracing shall be verified by the special inspector. In addition to the documentation required by Chapter 17, the special inspector shall document the verification in accordance with the checklist required by Section 3305.8.8.

3305.8.6.9 Deviations.

Deviations from the drawings required by Section 3305.8.6.1 that are not immediately corrected shall be brought to the attention of the registered design professional who prepared the drawings.

3305.8.7 Placing loads on cold-formed steel.

The placing of loads during construction or demolition work on cold-formed steel framing or on decking on cold-formed steel framing shall be in accordance with the requirements of Sections 3305.8.7.1 through 3305.8.7.6.

3305.8.7.1 System in place.

No person, material, or equipment shall be permitted on any joist, temporary decking or permanent decking, until all members, fasteners, shoring and bracing have been installed as indicated on the drawings required by Section 3305.8.6.1.

3305.8.7.2 Maximum loads.

Loading shall not exceed that as indicated on the drawings required by Section 3305.8.6.1.

3305.8.7.3 Placed as indicated on plans.

Construction loads shall only be placed in areas and to the extent as indicated on the drawings required by Section 3305.8.6.1.

3305.8.7.4 Marking the temporary loading area.

Temporary loading areas shall be clearly marked on the deck by spray paint or equivalent means. The markings shall indicate the boundaries of the loading area and the maximum loads allowed in the temporary loading area as specified in the drawings required by Section 3305.8.6.1.

3305.8.7.5 Verification by special inspector.

No construction load shall be placed on a floor or portion of a floor until the temporary or permanent decking for the floor or such portion is in place and the cold-formed steel special inspector required by Chapter 17 has verified compliance with Section 3305.8.6, including but not limited to the drawings required by Section 3305.8.6.1. At a minimum, this special inspection shall be performed at least once for each floor. In addition to the documentation required by Chapter 17, the special inspector shall document the verification in accordance with the checklist required by Section 3305.8.8.

3305.8.7.6 Verification inspection by a competent person.

Immediately prior to the placement of any person, material or equipment on a section of cold-formed steel framing for the first time, or on a section of decking on cold-formed steel framing for the first time, a competent person designated by the construction superintendent, or where the project does not require a construction superintendent, a competent person designated by the permit holder, shall determine that the structure is ready to receive the person, material or equipment by performing an inspection that:

1. Verifies compliance with applicable drawings, specifications, and regulations, including but not limited to the approved construction documents, the erection drawings, the manufacturer specifications, and the requirements of Section 3305.8;

2. Ascertains the weight of the material or equipment to be placed, and determines it does not exceed that specified in the drawings required by Section 3305.8.6.1;

3. Confirms that any special inspections for the cold-formed steel required by Chapter 17 and Section 3305.8 have been successfully completed; and

4. Verifies compliance with the requirements of Sections 3305.8.7.1 through 3305.8.7.4.

3305.8.7.6.1 Record of designation of competent person.

The designation of the competent person required by Section 3305.8.7.6 shall be recorded in the construction superintendent's log required by Section 3301.13.13, or where the project does not require a construction superintendent, the designation of the competent person shall be documented in the form of a notarized letter on the letterhead of the permit holder. The record letter shall state the name and contact information of the competent person, the date of designation and shall be signed and dated by the permit holder, the competent person and the person who designated the competent person.

3305.8.7.6.2 Record of inspection.

The results of the inspection shall be documented in accordance with the checklist required by Section 3305.8.8.

3305.8.7.6.3 Does not diminish responsibility.

The designation of a competent person does not alter or diminish any obligation imposed upon the construction superintendent or the permit holder to maintain a safe site and ensure compliance with the requirements of this code.

3305.8.8 Inspection checklist.

The results of the verification inspections required by Sections 3305.8.6.8, 3305.8.7.5 and 3305.8.7.6 shall be documented on a verification inspection checklist signed and dated by the person who performed the inspection. The verification inspection checklist shall be developed by the designer who prepared the drawings required by Section 3305.8.6.1.