American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck 1. Genera 1.1 Scope: A. This Standard for Non-Composite Stee Foor Deck, hereafter referred to as the Standard, sha govern the materias, design, and erection of cod formed stee deck which is used as a form for reinforced concrete sabs in foor and roof appications in buidings and simiar structures. B. The appendices sha be part of the Standard. C. The user notes and user note attachments sha not be part of the Standard. User Note: User notes and user note attachments are intended to provide practica guidance in the use and appication of this Standard. D. Where the Standard refers to designer, this sha mean the entity that is responsibe to the Owner for the overa structura design of the project, incuding the stee deck. This is usuay the Structura Engineer of Record. E. Equations that appear in this Standard are compatibe with the inch-pounds system of units. However, any consistent system of units may be used. SI units or equations are shown in parenthesis in this Standard are for information ony and are not part of this Standard. F. Terms not defined in this Standard, AISI S100 or AISI/AISC sha have the ordinary accepted meaning for the context for which they are intended. G. It sha be permitted to specify deck base stee thickness either by dimensiona thickness, or by gage when the reationship of base stee thickness to gage has been defined by the deck manufacturer. However, for the purpose of design, the dimensiona thickness sha be used. 1.2 Reference Codes, Standards, and Documents: A. Codes and Standards: The foowing documents or portions thereof are referenced in this Standard and sha be considered part of the requirements of this Standard 1. American Iron and Stee Institute (AISI) a. AISI S100-07 w/s2-10, North American Specification for the Design of Cod-Formed Stee Structura Members, Incuding Suppement 2 (February 2010) b. AISI S905-08, Test Methods for Mechanicay Fastened Cod-Formed Stee Connections c. AISI S907-08, Test Standard for Cantiever Test Method for Cod- Formed Stee Diaphragms d. AISI/AISC, Standard Definitions for Use in the Design of Stee Structures, 2007 edition 2. American Weding Society (AWS) a. AWS D1.1:2010, Structura Weding Code-Stee b. AWS D1.3:2008, Structura Weding Code-Sheet Stee 3. American Society for Testing and Materias (ASTM) a. ASTM A653 / A653M - 08 Standard Specification for Stee Sheet, Zinc-Coated (Gavanized) or Zinc-Iron Aoy-Coated (Gavanneaed) by the Hot-Dip Process 1
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck b. ASTM A1008 / A1008M - 08a, Standard Specification for Stee, Sheet, Cod-Roed, Carbon, Structura, High-Strength Low-Aoy, High-Strength Low-Aoy with Improved Formabiity, Soution Hardened, and Bake Hardenabe 4. American Concrete Institute (ACI) a. ACI 318-08, Buiding Code Requirements for Structura Concrete 5. American Institute of Stee Construction (AISC) a. ANSI/AISC 360-10, Specification for Structura Stee Buidings B. Reference Documents: The foowing documents or portions thereof are referenced in this Standard and sha be considered part of the requirements of this Standard. Where these documents confict with this Standard, the more stringent sha contro. 1. Stee Deck Institute (SDI) a. SDI-DDM, Diaphragm Design Manua, 3 rd Edition, incuding Appendices I through VI 2 Products User Note: The foowing documents are referenced within the user notes: 1. American Iron and Stee Institute (AISI) a. AISI S100-07 w/s2-10, North American Specification for the Design of Cod-Formed Stee Structura Members, Incuding Suppement 2 (February 2010) b. AISI S907-08, Test Standard for Cantiever Test Method for Cod- Formed Stee Diaphragms 2. American Society for Testing and Materias (ASTM) a. ASTM A653 / A653M - 08 Standard Specification for Stee Sheet, Zinc-Coated (Gavanized) or Zinc-Iron Aoy-Coated (Gavanneaed) by the Hot-Dip Process b. ASTM A1008 / A1008M - 08a, Standard Specification for Stee, Sheet, Cod-Roed, Carbon, Structura, High-Strength Low-Aoy, High-Strength Low-Aoy with Improved Formabiity, Soution Hardened, and Bake Hardenabe c. ASTM E119-08a, Standard Test Methods for Fire Tests of Buiding Construction and Materias 3. Underwriters Laboratories (UL) a. Fire Resistance Directory 4. Stee Deck Institute (SDI) a. SDI-DDM, Diaphragm Design Manua, 3 rd Edition, incuding Appendices I through VI b. SDI-MOC, Manua of Construction with Stee Deck, 2 nd Edition 2.1 Materia: A. A sheet stee used for deck or accessories sha have a minimum specified yied stress which meets or exceeds 33 ksi (230 Mpa) and a maximum specified yied stress which sha not exceed 80 ksi (550 Mpa). User Note: The 80 ksi upper imit on specified yied stress appies ony to the specified imit for a particuar stee grade. Stee suppied under that specified grade may have mi certificates that report yied strengths of greater than 80 ksi. In 2
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck accordance with AISI S100, this is acceptabe and shoud not be considered to be grounds for rejection. B. Sheet stee for gavanized deck sha conform to ASTM A653 / A653M, Structura Stee. Other gavanized structura sheet stees or high strength ow aoy stees sha be permitted in accordance with AISI S100, Section A2. C. Sheet stee for uncoated deck sha conform to ASTM A1008 / A1008M. Other structura sheet stees or high strength ow aoy stees sha be permitted in accordance with AISI S100, Section A2. User Note: Materias are offered in A653 (A653M) grade 80 stee (gavanized) or ASTM A1008 (A1008M) grade 80 stee (uncoated). This stee has a minimum yied strength of 80 ksi (550 MPa) and is generay over 90 ksi (620 MPa). Depending on the deck geometry, AISI S100 imits the maximum design yied stress to 60 ksi (415 MPa) for this materia. User Note: Most stee deck is manufactured from stee conforming to ASTM A1008 /A1008M, or from ASTM A653 / A653M, Structura Sheet Stee. When specifying aternative stees, certain restrictions appy, particuary as noted in AISI S100-07, Paragraph A2.3.2. Section 2.1B of this standard refers to the use of gavanized deck whie Section 2.1C refers to the use of uncoated or uncoated top/painted underside deck. In most cases the designer wi choose one finish or the other. However, both types of finish may be used on a project, in which case the designer must indicate on the pans and project specifications the areas in which each is used. (Refer to Section 2.3 of this Standard). Specification of painted deck in areas that require spray-on fireproofing shoud be avoided uness specificay permitted by the appicabe fire rated assemby. This must be ceary caed out in the contract documents. In genera, there are three types of fire resistive assembies; those achieving the fire resistance by membrane protection, direct appied protection, or with an unprotected assemby. Of these three, ony the systems that utiize direct appied protection are concerned with the finish of the stee deck. In these systems, the finish of the stee deck can be the factor that governs the fire resistance rating that is achieved. In assembies with direct appied fire protection the finish (paint) is critica. In the Underwriters Laboratories Fire Resistance Directory, some of the individua deck manufacturing companies have stee deck units that are cassified in some of the D700, D800, and D900-series roof-ceiing designs. These cassified deck units (Cassified Stee Foor and Form Units) are shown as having a gavanized finish or a phosphatized/painted finish. These cassified deck units have been evauated for use in these specific designs and found acceptabe. D. Sheet stee for accessories sha conform to ASTM A653 / A653M, Structura Stee for structura accessories, ASTM A653 / A653M, Commercia Stee for nonstructura accessories, or ASTM A1008 / A1008M for either structura or nonstructura accessories. Other structura sheet stees or high strength ow aoy stees sha be permitted in accordance with AISI S100, Section A2. E. The deck type (profie) and thickness (gage) sha be as shown on the pans. F. Concrete: 1. The specified concrete compression strength sha not be ess than 3 ksi (21 MPa). 2. Concrete and reinforcing stee paced on stee deck sha conform to ACI 318, Chapters 3, 4, and 5, except as modified in this standard. 3
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck 3. Admixtures containing choride sats or other substances that are deeterious to the stee deck sha not be permitted. User Note: The use of admixtures containing choride sats is not aowed because the sats wi corrode the stee deck. Other admixtures may aso have corrosive effects. 2.2 Toerance: A. The minimum uncoated stee thickness as deivered to the job site sha not at any ocation be ess than 95% of the design thickness, however esser thicknesses sha be permitted at bends, such as corners, due to cod-forming effects. User Note: The minimum deivered thickness is as permitted by AISI S100. B. Pane ength sha be no ess than ½ inch (13 mm) shorter than the specified ength nor greater than ½ inch (13 mm) onger than the specified ength for singe span or butted end deck. Pane ength sha be no ess than ½ inch (13 mm) shorter than the specified ength for apped end deck. User Note: No restriction is paced on over ength panes in apped appications because there is no adverse consequence in this appication. C. Pane cover width sha be no ess than 3/8 inch (10 mm) ess than the specified pane width, nor more than 3/4 inch (19 mm) greater than the specified width. D. Pane camber and/or sweep sha not be greater than 1/4 inch in a 10 foot ength (6 mm in 3 m). E. Pane end out of square sha not exceed 1/8 inch per foot of pane width (10 mm per m). 2.3 Finish: A. Gavanizing sha conform to ASTM A653 / A653M. B. A shop coat of primer paint (one or both sides) sha be appied to stee sheet if specified by the designer. User Note: Athough deck painted on the top may be used as a form, uncoated stee or a gavanized surface is typicay used in contact with concrete to achieve better chemica bond. C. The finish on the stee deck sha be compatibe for the environment to which the deck is exposed within the finished structure, and sha be specified by the designer. User Note: When gavanized materia is used to support a reinforced concrete sab, the sab dead oad is considered to be permanenty carried by the deck. For any permanent oad carrying function, a minimum gavanized coating conforming to ASTM A924 (A924M), G30 (Z090) is recommended. User Note: The finish on the stee deck shoud be as specified by the designer and be suitabe for the environment to which the deck is exposed within the finished structure. When non-composite deck with a painted bottom is used, the primer coat is intended to protect the stee for ony a short period of exposure in ordinary atmospheric conditions and sha be considered an impermanent and provisiona 4
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck coating. In highy corrosive or chemica atmospheres or where reactive materias coud be in contact with the stee deck, specia care in specifying the finish shoud be used, which coud incude speciaized coatings or materias. In highy corrosive environments, consideration shoud be given to designing the sab to resist a service oads. User Note: The uncoated finish is by custom referred to as back by some users and manufacturers; the use of the word back does not refer to paint coor on the product. 2.4 Design: A. Deck used as a form: 1. Design by either Aowabe Strength Design (ASD) or Load and Resistance Factor Design (LRFD) sha be permitted. The section properties and aowabe strength (ASD) or design strength (LRFD) for the stee deck sha be computed in accordance with AISI S100. 2. Deck sha be evauated for strength under the foowing oad combinations: a. Aowabe Strength Design w dc + w dd + w c (Eq. 2.4.1) w dc + w dd + P c (Eq. 2.4.2) w dd + w cd (Eq. 2.4.3) Where: w dc = weight of the fresh concrete w dd = weight of the stee deck w c = uniform construction ive oad, 20 psf (0.96 kpa) w cd = uniform combined distributed construction ive oad, 50 psf (2.40 kpa) P c = concentrated construction ive oad per unit width of deck section; 150 pounds on a 1 foot width (2.19 kn on a 1 meter width) b. Load and Resistance Factor Design 1.6w dc + 1.2w dd + 1.4w c (Eq. 2.4.4) 1.6w dc + 1.2w dd + 1.4P c (Eq. 2.4.5) 1.2w dd + 1.4(w cd ) (Eq. 2.4.6) User Note: The oad factor used for the weight of the fresh concrete is 1.6 because of deivering methods and an individua sheet can be subjected to this oad. The use of a oad factor of 1.4 for the construction oad in LRFD design is caibrated to provide equivaent design resuts in ASD design. Refer to the commentary of AISI S100 for additiona information. 3. Cantiever spans sha be evauated for strength under the foowing oad combinations: 5
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck a. Aowabe Strength Design: Equations 2.4.1 and 2.4.2 sha be appied to both the cantiever span and the adjacent span. The concentrated construction ive oad (P c ) sha be appied at the end of the cantiever. b. Load and Resistance Factor Design: Equations 2.4.4 and 2.4.5 sha be appied to both the cantiever span and the adjacent span. The concentrated construction ive oad (P c ) sha be appied at the end of the cantiever. 4. Specia oading considerations: a. For singe span deck conditions, w dc sha be increased by 50%, the increase not to exceed 30 psf (1.44 kpa). b. The specified construction ive oads sha be increased when required by construction operations. c. Loads sha be appied in a sequence that simuates the pacement of the concrete, as indicated in Appendix 1. Rationa anaysis sha be permitted to be used for deveoping shear and moment diagrams and cacuating defections for non-uniform spans. User Note: The oading shown in Figure 1 of Appendix 1 is representative of the sequentia oading of fresh concrete on the deck. The 150 pound oad (per foot of width) is the resut of distributing a 300 pound (1.33 kn) worker over a 2 foot (600 mm) width. Experience has shown this to be a conservative distribution. The SI equivaent of the 150 pound oad per foot is 2.19 kn per 1 m of width. For singe span deck conditions, the abiity to contro the concrete pacement may be restricted and an ampification factor of 1.5 is appied to the concrete oad to address this condition; however, in order to keep this 50% oad increase within a reasonabe imit, the increase is not to exceed 30 psf (1.44 kpa). In LRFD, a oad factor for construction of 1.4 is appied to this oad. Whenever possibe, the deck sha be muti-span and not require shoring during concrete pacement. The specified construction ive oads refect nomina oads of workers and toos and do not incude oads of equipment such as aser screeds or power trowes. If anticipated construction activities incude additiona oads, they shoud be considered in the design. 5. Deck Defection a. Cacuated defections of the deck as a form sha be based on the oad of the fresh concrete as determined by the design sab thickness and the sef-weight of the stee deck, uniformy oaded on a spans, sha be imited to the esser of 1/180 of the cear span or 3/4 inch (19 mm). Cacuated defections sha be reative to supporting members. b. The defection of cantievered deck as a form, as determined by sab thickness and sef-weight of the stee deck, sha not exceed a/90, where a is the cantiever ength, nor 3/4 inches (19 mm). User Note: The defection cacuations do not take into account construction oads because these are considered to be temporary oads. The deck is designed to aways be in the eastic range, so remova of temporary oads wi aow the deck to recover. The supporting structura stee aso defects under the oading of the fresh concrete. The designer is urged to check the defection of the tota system, especiay if composite beams and girders are being used. The basic oad tabes are based on uniform sab thickness. If the designer wants to incude additiona concrete oading 6
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck on the deck because of frame defection, the additiona oad shoud be shown on the design drawings or stated in the deck section of the project specifications. 6. Minimum Bearing and Edge Distance: Minimum bearing engths and fastener edge distances sha be determined in accordance with AISI S100. User Note: Figure 2 in Appendix 1 indicates support reactions. Experience has shown that 1-1/2 inches (38 mm) of bearing is sufficient for non-composite foor decks. If ess than 1-1/2 inches (38 mm) of end bearing is avaiabe, or if high support reactions are expected, the design professiona shoud check the deck web cripping capacity. The deck must be adequatey attached to the structure to prevent the deck from sipping off the supporting structure. 7. Diaphragm Shear Capacity: Diaphragm strength and stiffness sha be determined either: (1.) in accordance with SDI-DDM, (2.) from tests conducted in accordance with AISI S907, or (3.) by other methods approved by the buiding officia. a. Safety factors and resistance factors sha be as shown in Tabe D5 of AISI S100 for bare stee deck diaphragms. b. When SDI-DDM is the basis of diaphragm design, fasteners and weds which do not have fexibiity and strength properties isted in SDI-DDM Section 4 sha demonstrate fexibiity and strength properties through testing in accordance with AISI S905 or other equivaent testing methods approved by the buiding officia. Fastener or wed strength defined in AISI S100 or other equivaent methods approved by the buiding officia sha be permitted. Aternatey, it sha be permitted to negect the contribution of sideap connections to diaphragm strength and stiffness. i. Sideap fiet weds and side seam weds sha be permitted to have fexibiity cacuated in accordance with SDI-DDM Section 4.4 and strength cacuated in accordance with AISI S100. 8. Connections: Deck sha be attached to supports to resist oads and to provide structura stabiity for the supporting joist or beam. Connections sha be designed in accordance with AISI S100 or strengths sha be determined by test in accordance with AISI S905. Tests sha be representative of the design. When tests are used and the design aows either end aps or singe thickness conditions, both conditions sha be tested. B. Concrete Sab Design: 1. The concrete sab sha be designed by the designer in accordance with ACI 318. a. At cantiever sabs and regions of negative moment, provide negative stee uness the form is capabe of resisting a oads and the concrete is considered to be a wearing surface ony. b. Concentrated oads or combinations of concentrated oads with uniform oads sha be considered. 2. Temperature and shrinkage effects in the concrete sha be controed by methods permitted by ACI 318. 7
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck a. The designer sha be permitted to disregard the area of concrete that is dispaced by the deck ribs. 3. Concrete Thickness: a. The minimum concrete thickness above the top of the deck sha be 1-1/2 inches (38 mm). User Note: The minimum concrete coverage of 1-1/2 inches is for structura design ony. Decks that have wide top fanges may require thicker concrete cover to reduce the potentia for cracking over the deck fange. 4. Cacuation of Sab Superimposed Load Capacity: a. If uncoated or painted deck is used, the weight of the concrete sab sha be deducted from the cacuated capacity of the reinforced concrete sab. b. If gavanized deck is used, the weight of the concrete sab sha be permitted to be permanenty carried by the stee deck and need not be deducted from the cacuated ive oad. User Note: When uncoated or painted deck is used, it is considered to be an impermanent component and the concrete must be designed to carry the compete oad, incuding the weight of the sab. When gavanized deck is used, it is considered to be a permanent component, and the dead weight of the concrete may be considered to be carried by the deck. c. If temporary shoring is used, the weight of the concrete sab sha be deducted from the cacuated capacity of the reinforced concrete sab, regardess of the deck finish. User Note: Except for some tested diaphragm vaues, the deck shoud not be assumed to act compositey with the concrete even though strong chemica bonds can, and do, deveop. 5. Diaphragm Shear Capacity: Diaphragm strength and stiffness sha be determined either: (1.) in accordance with SDI-DDM, (2.) from tests conducted in accordance with AISI S907, or (3.) by other methods approved by the buiding officia. a. Safety factors and resistance factors sha be as foows for deck with fi: i. When the anaytica method of SDI-DDM is used: ASD: Safety Factor (Ω) = 3.25 LRFD: Resistance Factor (Φ) = 0.50 ii. When strength is based on test: Safety and Resistance Factors sha be determined in accordance with AISI S100 Chapter F, but for structura concrete fi, sha not be ess critica than those for concrete diaphragms contained in ACI 318, Section 9.3. b. When SDI-DDM is the basis of diaphragm design, fasteners and weds which do not have fexibiity and strength properties isted in SDI-DDM Section 4 sha demonstrate fexibiity and strength properties through testing in accordance with AISI 8
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck S905 or other equivaent testing methods approved by the buiding officia. Fastener or wed strength defined in AISI S100 or other equivaent methods approved by the buiding officia sha be permitted. Aternatey, it sha be permitted to negect the contribution of sideap connections to diaphragm strength and stiffness. i. Sideap fiet weds and side seam weds sha be permitted to have fexibiity cacuated in accordance with SDI-DDM Section 4.4 and strength cacuated in accordance with AISI S100. 6. Fire Resistance: The designer sha consider required fire resistance ratings in the design of the sab. User Note: Fire rating requirements may dictate the minimum concrete strength. Many fire rated assembies that use stee foor decks are avaiabe. In the Underwriters Laboratories Fire Resistance Directory, the deck constructions show houry ratings for restrained and unrestrained assembies. ASTM E119 provides information in appendix X3 tited Guide for Determining s of Restraint for Foor and Roof Assembies and for Individua Beams. It is generay acknowedged that a interior and exterior spans of mutispan deck that are propery attached to bearing was are restrained. 2.5 Accessories: A. Accessories for structura appications sha be of dimensions and thickness suitabe for the appication, and sha be designed in accordance with AISI S100 or AISC 360, as may be appropriate.. 3. Execution User Note: For convenience, minimum acceptabe pour stop thicknesses (gages) are shown in User Note Attachment 1. For appications that exceed the scope of the attachment, aternate designs in accordance with AISI S100 and AISC 360 are acceptabe. 3.1 Instaation/Genera: A. Temporary shoring, if required, sha be instaed before pacing deck panes and sha be designed to resist a minimum uniform oad of 50 psf (2.4 kpa), and the oading criteria indicated in Section 2.4.A.2. Shoring sha be securey in pace before foor deck erection begins. The shoring sha be designed and instaed in accordance with standards appicabe to the specific shoring system and sha be eft in pace unti the concrete attains 75% of its specified design strength, but not ess than seven (7) days. B. Stee deck sha be anchored to stee supporting members incuding perimeter support stee and/or bearing was by arc spot weds, fiet weds, or mechanica fasteners. C. Deck and accessories sha be cut and neaty fitted around schedued openings and other work projecting through or adjacent to the decking. D. Edge ribs of panes sha be fastened to each point of support. Additiona fasteners between edge ribs sha be spaced an average of 12 inches (300 mm) apart but not more than 18 inches (460 mm). 9
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck User Note: The edge rib is the bottom fange of the ast rib of a deck pane. E. For deck with spans greater than 5 feet (1.5 m), side aps sha be fastened at intervas not to exceed 36 inches (1 m) on center, using one of the foowing methods: 1. Screws with a minimum diameter of 0.190 inches (4.83 mm) (#10 diameter) 2. Crimp or button punch 3. Arc spot weds 5/8 inch (16 mm) minimum visibe diameter, or minimum 1-1/2 inch (38 mm) ong fiet wed, or other wed shown to be substantiay equivaent through testing in accordance with AISI S905, or by cacuation in accordance with AISI S100, or other equivaent method approved by the buiding officia. 4. Side ap fasteners whose strength and fexibiities are determined in accordance with Sections 2.4.A.7.b and 2.4.B.5.b sha be permitted. User Note: The above side ap spacing is a minimum. Service oads or diaphragm design may require coser spacing or arger side ap weds. Good meta to meta contact is necessary for a good side ap wed. When weding, burn hoes are to be expected and are not grounds for rejection. Weds with fusion around 75% of the wed perimeter are considered acceptabe. The SDI does not recommend weded sideaps for deck that is thinner than 0.0358 inch design thickness (20 gage) due to difficuty in weding thinner materia. F. For deck with spans greater than 5 feet (1.5 m), perimeter edges of units between span supports sha be fastened at intervas not to exceed 36 inches (1 m) on center, using one of the foowing methods: 1. Screws with a minimum diameter of 0.190 inches (4.83 mm) (#10 diameter) 2. Arc spot weds with a minimum 5/8 inch (16 mm) minimum visibe diameter, or minimum 1-1/2 inch (38 mm) ong fiet wed. 3. Powder actuated or pneumaticay driven fasteners. User Note: Number 10 screws may not be adequate at thicker edge supports and may fracture due to driving torque resistance. A minimum of a Number 12 screw is recommended at parae edge supports thicker than 14 gage (0.0747 inch) and a Number 14 screw may be required for thicker and harder stees. G. Support sha be designed and specified by the designer at the perimeter of the foor. H. For cantievers, side aps sha be attached at the end of the cantiever and at a maximum spacing of 12 inches (300 mm) on center from the cantiever end at each support. Each corrugation sha be fastened at both the perimeter support and the first interior support. The deck sha be competey attached to the supports and at the side aps before any oad is appied to the cantiever. Concrete sha not be paced on the cantiever span before concrete is paced on the adjacent span. I. Fastener edge distance sha be as required by the appicabe fastener design standard. J. Deck bearing surfaces sha be permitted to deviate from parae a maximum of 1:24, but not to exceed 1/16 inch (1.6 mm). User Note: Out of pane support fanges can create knife-edge supports and air gaps between the deck and support. This makes weding more difficut and aows distortion under screw or power actuated fastener washers or heads. 10
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck 3.2 Weding A. A weding of deck sha be in accordance with AWS D1.3. Each weder sha demonstrate an abiity to produce satisfactory weds using a procedure as described in ANSI/AWS D1.3. User Note: SDI-MOC describes a wed quaity contro test procedure that can be used as a preiminary check for weding machine settings under ambient conditions. B. For connection of the deck to the supporting structure, wed washers sha be used with arc spot weds on a deck units with meta thickness ess than 0.028 inches (22 gage) (0.71 mm). Wed washers sha be a minimum thickness of 0.050 inches (1.27 mm) and have a nomina 3/8 inch (10 mm) diameter hoe. Wed washers sha not be used between supports aong the sideaps. C. Where wed washers are not required, a minimum visibe 5/8 inch (16 mm) diameter arc spot wed or arc seam wed of equa perimeter sha be used. Wed meta sha penetrate a ayers of deck materia at end aps and sha have good fusion to the supporting members. D. When used, fiet weds to support structure sha be at east 1-1/2 inches (38 mm)ong. E. When shear studs are instaed to deveop composite action between the beam or joist and the concrete sab, the shear stud sha be permitted as a substitute for an arc spot wed to the supporting structure. Shear studs sha be instaed in accordance with AWS D1.1. 3.3 Mechanica Fasteners A. Mechanica fasteners, either powder actuated, pneumaticay driven, or screws, sha be permitted in ieu of weding to fasten deck to supporting framing if fasteners meet a project strength and service requirements. B. When the fasteners are powder actuated or pneumaticay driven, the strength per fastener used to determine the maximum fastener spacing is based on a minimum structura support thickness of not ess than 1/8 inch (3mm) and on the fastener providing a minimum 5/16 inch (8mm) diameter bearing surface (fastener head size). Fasteners sha not be instaed into structura supports which are outside the acceptabe imits of the manufacturers appicabe test report or other documentation. C. When the structura support thickness is ess than 1/8 inch (3mm), powder actuated or pneumaticay driven fasteners sha not be used uness esser support thicknesses are permitted by appicabe fastener test report or other documentation acceptabe to the designer. Screws sha be acceptabe for use without restriction on structura support thickness, however, the screw seected sha have a grip range compatibe with the combined thickness of the deck and supporting member. User Note: Mechanica fasteners (screws, powder or pneumaticay driven fasteners, etc.) are recognized as viabe anchoring methods, provided the type and spacing of the fastener satisfies the design criteria. Documentation in the form of test data, design cacuations, or design charts shoud be submitted by the fastener manufacturer as the basis for obtaining approva. Strength of mechanicay fastened connections are dependent upon both deck and support thickness. 3.4 Accessory Attachment: A. Structura accessories sha be attached to supporting structure or deck as required for transfer of forces, but not to exceed 12 inches (300 mm) on center. Non-structura 11
American Nationa standards institute/ stee deck institute NC - 2010 Standard for Non-Composite Stee Foor Deck accessories sha be attached to supporting structure or deck as required for serviceabiity, but not to exceed 24 inches (600 mm) on center. B. Mechanica fasteners or weds sha be permitted for accessory attachment. 3.5 Ceaning Prior to Concrete Pacement: A. Surfaces sha be ceaned of debris, incuding but not imited to, weding rods, stud ferrues which are broken free from the stud, and excess fasteners, prior to concrete pacement. 12
American Nationa standards institute/ stee deck institute Non-Composite Deck Construction Loading Diagrams NC - 2010 Appendix 1 FIGURE 1 Loading Diagrams and Bending Moments FIGURE 2 Loading Diagrams and Support Reactions FIGURE 3 Loading Diagrams and Defections Simpe P 1 +M=0.25P+0.125 1 2 Simpe P =0.5()+P Simpe = 0.0130 4 EI 1 +M=0.125( 1 +) 2 Doube P +M=0.203P+0.096 2 Doube =0.5(+) P P Doube = 0.0054 4 EI +M=0.096(+) 2 -M=0.125(+) 2 =0.375()+P =1.25()+P =0.375(+) =1.25(+) Tripe P +M=0.20P+0.094 2 +M=0.094(+) 2 Tripe P P =0.4()+P =1.1()+P Tripe = 0.0069 4 EI =0.4(+) =1.1(+) -M=0.117(+) 2 Notes for Figures 1, 2, and 3 P I E 1 = concentrated construction ive oad = in 4 /ft. (mm 4 /m) - deck moment of inertia = sab weight + deck weight = uniform construction ive oad = 29.5 x 10 6 psi (203,000 MPa) = cear span ength (ft.) (m) = 1.5 x sab weight + deck weight < sab weight + 30 psf (1.44 kpa) + deck weight Dimensiona consistency requires consistent units when cacuating defections. 13
American Nationa standards institute/ stee deck institute STEEL DECK SDI Pour Stop Seection Tabe NC - 2010 User Note Attachment 1 SLAB DEPTH (INCHES) SLAB DEPTH (mm) OVERHANG - INCHES (mm) 0 1 2 3 4 5 6 7 8 9 10 11 12 0 25 51 76 102 127 152 178 203 229 254 279 305 POUR STOP TYPES 4.00 102 20 20 20 20 18 18 16 14 12 12 12 10 10 4.25 108 20 20 20 18 18 16 16 14 12 12 12 10 10 4.50 114 20 20 20 18 18 16 16 14 12 12 12 10 10 4.75 121 20 20 18 18 16 16 14 14 12 12 10 10 10 5.00 127 20 20 18 18 16 16 14 14 12 12 10 10 5.25 133 20 18 18 16 16 14 14 12 12 12 10 10 5.50 140 20 18 18 16 16 14 14 12 12 12 10 10 5.75 146 20 18 16 16 14 14 12 12 12 12 10 10 6.00 152 18 18 16 16 14 14 12 12 12 10 10 10 6.25 159 18 18 16 14 14 12 12 12 12 10 10 6.50 165 18 16 16 14 14 12 12 12 12 10 10 6.75 171 18 16 14 14 14 12 12 12 10 10 10 7.00 178 18 16 14 14 12 12 12 12 10 10 10 7.25 184 16 16 14 14 12 12 12 10 10 10 7.50 191 16 14 14 12 12 12 12 10 10 10 7.75 197 16 14 14 12 12 12 10 10 10 10 8.00 203 14 14 12 12 12 12 10 10 10 8.25 210 14 14 12 12 12 10 10 10 10 8.50 216 14 12 12 12 12 10 10 10 8.75 222 14 12 12 12 12 10 10 10 9.00 229 14 12 12 12 10 10 10 9.25 235 12 12 12 12 10 10 10 9.50 241 12 12 12 10 10 10 9.75 248 12 12 12 10 10 10 10.00 254 12 12 10 10 10 10 10.25 260 12 12 10 10 10 10.50 267 12 12 10 10 10 10.75 273 12 10 10 10 11.00 279 12 10 10 10 11.25 286 12 10 10 11.50 292 10 10 10 11.75 298 10 10 12.00 305 10 10 TYPES DESIGN THICKNESS (INCHES) DESIGN THICKNESS (mm) 20 0.0358 0.91 18 0.0474 1.20 16 0.0598 1.52 14 0.0747 1.90 12 0.1046 2.66 10 0.1345 3.42 NOTES: This Seection Chart is based on the foowing criteria: 1. Norma weight concrete 150 PCF (2,400 kg/m 3 ). 2. Horizonta and vertica de ection is imited to 1/4 (6.3mm) maximum for concrete dead oad. 3. Design stress is imited to 20 KSI (138 MPa) for concrete dead oad temporariy increased by one-third for the construction ive oad of 20 PSF (0.96 kpa). 4. Pour Stop Seection Chart does not consider the effect of the performance, de ection, or rotation of the pour stop support which may incude both the supporting deck and/or the frame. 5. Vertica eg return ip is recommended for a types (gages). 6. This seection tabe is not meant to repace the judgment of experienced structura engineers and shoud be considered as a reference ony. 14