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HomeMy WebLinkAboutLA210996 - Fortress steel decking specsCode Compliance Research Report CCRR-0313 Issue Date: 07-15-2020 Revised Date: 07-08-2022 Renewal Date: 07-31-2023 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2022 SFT-BC-CCRR-OP-19a Code Compliance Research Report DIVISION: 05 00 00 METALS Section: 05 40 00 Cold-Formed Metal Framing REPORT HOLDER: Fortress Building Products 1720 N. 1st Street Garland, TX 75040 972-231-4001 www.fortressbp.com REPORT SUBJECT: Evolution Steel Framing 1.0 SCOPE OF EVALUATION 1.1 This Research Report addresses compliance with the following Codes: • 2021, 2018 International Building Code® (IBC) • 2021, 2018 International Residential Code® (IRC) NOTE: This report references the most recent Code editions cited. Section Numbers in earlier editions may differ. 1.2 Evolution Steel Framing has been evaluated for the following properties: • Structural Performance • Noncombustible materials 1.3 Evolution Steel Framing has been evaluated for the following uses: • As described in this report, Evolution Steel Framing is a cold-formed steel framing system used as the structural framing of an exterior deck. 2.0 STATEMENT OF COMPLIANCE Evolution Steel Framing complies with the Codes listed in Section 1.1, for the properties stated in Section 1.2 and uses stated in Section 1.3, when installed as described in this report, including the Conditions of Use stated in Section 6.0. 3.0 DESCRIPTION 3.1 Evolution Steel Framing is an assemblage of cold- formed steel components manufactured from galvanized carbon structural steel with a powder coat finish, installed with metal brackets, hangers, and fasteners. 3.2 Joists are manufactured from 16-gauge and 18-gauge carbon structural steel galvanized ASTM A653 G60 and ASTM A653 G90, respectively. See Figure 2 for nominal section profiles. 3.3 Ledgers are manufactured from 14-gauge carbon structural steel galvanized ASTM A653 G60, , cold-formed in an “S” shape. See Figure 3 for nominal section profiles. 3.4 Rim joists are manufactured from 14-gauge carbon structural steel galvanized ASTM A653 G60, cold-formed in a “C” shape. See Figure 4 for nominal section profiles. 3.5 Beams are provided in single and double beams. Single beams consist of two 16-gauge structural steel galvanized ASTM A653 G60 cold-formed “J” shaped channels, that are factory welded to form a beam. The webs of the beams have an embossed pattern spaced 6 inches o.c. Double beams consist of two single beams, factory assembled with two double beam tracks fastened to the top and bottom edges with Evolution #12-14 (0.157 in minor diameter), 3/4-inch- long self-tapping screws spaced staggered 6 inches o.c. See Figure 6 for nominal section profiles. 3.6 Support posts are manufactured from 11-gauge structural steel galvanized ASTM A653 G60 , in a 3.5-inch square cross-section. See Figure 5 for nominal section profile. 3.7 Brackets and connectors are manufactured from structural steel, galvanized ASTM A653 G60 of various steel thicknesses. • 14-gauge: Ledger brackets and 45-degree brackets. Code Compliance Research Report CCRR-0313 Page 2 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report • 16-gauge: F-50 brackets, F-10 brackets, single beam post brackets, double beam post brackets, pier spacer and post to pier bracket. • 18-gauge: Rim joist brackets. • 20-gauge: Joist straps, joist blocking, double hangers, and single hangers. 4.0 PERFORMANCE CHARACTERISTICS 4.1 Allowable maximum spans for joists are given in Table 2 with respect to joist spacing of 12 or 16 inches o.c. See Figure 1 for assembly and definition of joist spans. 4.2 Allowable maximum spans for single beams and double beams are given in Tables 3 thru 14 with respect to joist spacing of 12 or 16 inches o.c. See Figure 1 for assembly and definition of beam spans. 4.3 Allowable maximum heights for steel support posts are given in Table 15. 4.4 Evolution Steel Framing details for supporting guard support posts are not within the scope of this evaluation. Framing must be designed and constructed to resist design loads for guards specified in IBC Section 1607.9 and IRC Table R301.5. 4.5 Evolution Steel Framing surface coating material has a flame spread index not greater than 50 when tested in accordance with ASTM E84, as required by IBC Section 703.3.1 for noncombustible materials. 5.0 INSTALLATION 5.1 General: Evolution Steel Framing must be installed in accordance with the manufacturer’s published installation instructions, the applicable Code, and this Research Report. A copy of the manufacturer’s instructions must be available on the jobsite during installation. 5.2 See Table 1 for Evolution Steel Framing fastening schedule. Evolution #12-14 (0.157 in minor diameter), 3/4- inch-long self-tapping screws for steel-to-steel connections, installed with an edge distance and center-to-center spacing of no less than 1/2 inches. Screws shall extend through the steel a minimum of three exposed threads. 5.3 Joists bear on the top flange of the beam (dropped beam construction) or fasten into the side of the beam via hanger brackets (flush beam construction). Beams are attached to steel support posts using single and double beam post brackets as illustrated in Figure 11. Wood support posts are outside the scope of this report. 5.4 Joist blocking is required every bay at joist mid-span. Joist straps are used for blocking of 12 inch or 16 inches on center joist spacing. Joist spacing of different lengths utilize sections of 16-gauge or 18-gauge joists, which are installed using F-50 ledger brackets. See Figure 10 for joist blocking details. 5.5 Splicing of joists is outside the scope of this report. 5.6 Deck framing anchorage for lateral load shall comply with IRC Sections R507.1 and R507.2, and IBC Section 1604.8.3. See Paragraph 6.2.1. 5.7 Deck boards shall be directly fastened to each joist. 5.8 Evolution Steel Framing materials are classified as noncombustible building construction materials in accordance IBC Section 703.3 6.0 CONDITIONS OF USE 6.1 Installation must comply with this Research Report, the manufacturer’s published installation instructions, and the applicable Code. In the event of a conflict, this report governs. 6.2 Evolution Steel Framing, identified in this report, is deemed to comply with the intent of the provisions of the referenced building codes subject to the following conditions in 6.2.1 through 6.2.3: 6.2.1 Additional design and construction are required for anchorage of lateral loads to the primary framing in accordance with IRC Sections R507.1 and R507.2, and IBC Section 1604.8.3. 6.2.2 Wind uplift capacity of the deck boards and deck board fasteners shall be demonstrated to the building official’s satisfaction. Code Compliance Research Report CCRR-0313 Page 3 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report 6.2.3 Anchorage of the support posts is outside the scope of this report and shall be performed by a qualified engineer in accordance with the referenced codes. Where required by the building official, engineering calculations shall verify that the anchorage complies with the building code for the type of framing and condition of the supporting construction. 6.3 Stair construction details are not within the scope of this report. 6.4 Evolution Steel Framing is manufactured under a quality control program with inspections by Intertek Testing Services NA, Inc. 7.0 SUPPORTING EVIDENCE 7.1 Manufacturer's drawings and installation instructions. 7.2 Reports of engineering analysis in accordance with ICC- ES AC46, Acceptance Criteria for Cold-Formed Steel Framing Members, approved October 2019, revised December 2020. 7.3 Reports of testing and engineering analysis in accordance with AISI S100-2016 (2020) w/S2 Supplement, North American Specification for the Design of Cold-Formed Steel Structural Members. 7.4 Reports of testing demonstrating compliance with ASTM E84-2018b, Standard Test Method for Surface Burning Characteristics of Building Materials. 7.5 Documentation of an Intertek approved quality control system for the manufacturing of products recognized in this report. 7.6 Intertek Listing Report "Fortress Building Products - Evolutions Steel Deck Framing", on the Intertek Directory of Building Products 8.0 IDENTIFICATION 8.1 Evolution Steel Framing components produced in accordance with this report shall be identified with a legible label, stencil, stamp or embossment, at a maximum of 96 inches on center, with the following information: • Manufacturer’s identification (Fortress Framing): • The product name (Evolution Steel Framing); • The material minimum base steel thickness; • Minimum coating designation (G60); • Minimum yield strength; • The Intertek Mark as shown below: • the Intertek Control Number: • Code Compliance Research Report number (CCRR-0313). CCRR-0313 9.0 OTHER CODES This section is not applicable. Code Compliance Research Report CCRR-0313 Page 4 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report 10.0 CODE COMPLIANCE RESEARCH REPORT USE 10.1 Approval of building products and/or materials can only be granted by a building official having legal authority in the specific jurisdiction where approval is sought. 10.2 Code Compliance Research Reports shall not be used in any manner that implies an endorsement of the product by Intertek. 10.3 Reference to the https://bpdirectory.intertek.com is recommended to ascertain the current version and status of this report. Code Compliance Research Report CCRR-0313 Page 5 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 1 – EVOLUTION FRAMING FASTENING SCHEDULE Connection Figure Fastening Description Joist to Ledger Figure 7 Where joist spacing is 12 or 16 inches on center, ledger brackets are inserted through the ledger’s prefabricated holes, and fastened to the joist with two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws. Where joist spacing is other than 12 or 16 inches on center, or where the ledger terminates, F-50 Brackets are utilized to fasten the joists to the ledger. Three Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws secure the bracket to the joist and three Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws attach the bracket to the ledger. Joist to Rim Joist Figure 8 Where joist spacing is 12 or 16 inches on center, two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws attach the U-Rim Joist tabs to the joists. Where joist spacing is other than 12 or 16 inches on center, or where the rim joist terminates, F-50 Brackets are utilized. Three Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws fasten the bracket to the joist and three Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws attach the bracket to the rim joist. Rim Joist Brackets are utilized to connect joists to curved rim joists. Two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws fasten the joist to the Rim Joist Brackets, and two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws fasten the Rim Joist Bracket to the curved rim joist. Joist to Beam Figure 9 When joists are flush mounted to beams, Single Hanger, Double Hanger, and 45 Degree Brackets are utilized.  Single and Double Hanger brackets are fastened to beams using six Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws, and two Evolution #12- 14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws for attachment to the joists.  45 Degree Brackets fasten to beams using six Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws, and two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws for attachment to the joists. When joists rest on top of the beams, F-10 and Blocking Brackets are utilized.  Where joist spacing is 12 or 16 inches on center, Joist Blocking Brackets fasten to beams using three Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self- tapping screws, and two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws to attach to the joists.  Where joist spacing is other than 12 or 16 inches on center, F-10 Brackets fasten to beams using two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self- tapping screws, and two Evolution #12-14 (0.157 in minor diameter), 3/4-inch-long self-tapping screws to attach to the joists. Beam to Post Figure 11 Beams are fastened to support posts via Single and Double Beam Post brackets. Post brackets are fastened to beams with fourteen Evolution #12-14 (0.157 in minor diameter), 3/4-inch- long self-tapping screws, and fourteen Evolution #12-14 (0.157 in minor diameter), 3/4-inch- long self-tapping screws for attachment to the posts. Beam Splice Figure 12 Four 3/8-inch diameter stainless steel thru bolts are utilized for beam splices. See Figure 13 for installation details. Code Compliance Research Report CCRR-0313 Page 6 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 2 – ALLOWABLE JOIST SPANS Load Case Joist Spacing 16 ga Joist 18 ga Joist Maximum Supported Span/Cantilever Maximum Reactions Ledger/Post Maximum Supported Span/Cantilever Maximum Reactions Ledger/Post 50 psf 12'' 16'-4''/4'-8'' 375 lb/675 lb 15'-4''/4'-4'' 353 lb/631 lb 16'' 14'-10''/4'-3'' 454 lb/818 lb 13'-11''/3'-11'' 427 lb/762 lb 75 psf 12'' 16'-4''/4'-8'' 441 lb/793 lb 15'-4''/4'-4'' 414 lb/741 lb 16'' 14'-10''/4'-3'' 533 lb/962 lb 13'-11''/3'-11'' 502 lb/895 lb 100 psf 12'' 15'-0''/4'-3'' 535 lb/957 lb 14'-1''/4'-0'' 502 lb/900 lb 16'' 13'-6''/3'-10'' 641 lb/1,150 lb 12'-2''/3'-5'' 579 lb/1,031 lb 125 psf 12'' 14'-0''/4'-0'' 619 lb/1,114 lb 12'-8''/3'-7'' 561 lb/1,003 lb 16'' 12'-1''/3'-5'' 713 lb/1,276 lb 10'-11''/3'-1'' 645 lb/1,152 lb 150 psf 12'' 12'-9''/3'-7'' 675 lb/1,203 lb 11'-7''/3'-3'' 614 lb/1,092 lb 16'' 11'-1''/3'-2'' 780 lb/1,405 lb 10'-0''/2'-10'' 705 lb/1,263 lb 200 psf 12'' 10'-10''/3'-1'' 796 lb/1,430 lb 9'-9''/2'-9'' 718 lb/1,282 lb 16'' 9'-4''/2'-8'' 914 lb/1,646 lb 8'-5''/2'-5'' 824 lb/1,487 lb (1)The maximum span length of the joists are determined for the continuous beams with both the simply-supported and cantilevered span conditions. The joist members are analyzed in accordance with AISI S100-2016. Three types of loadings conditions are considered for this analysis. The first loading condition is the uniformly distributed load at simply supported span only, second loading condition is the uniformly distributed load at both simply-supported and cantilevered span, and third loading condition is the uniformly distributed load at cantilevered span only. The maximum span length is determined by limiting the span to the maximum allowable span which meets the bending stress, shear stress, and deflection criteria for the members with the three loading conditions described above. (2)The load cases are as follows: Load Case Dead Load Live Load Snow Load 50 psf 10 psf 40 psf 0 psf 75 psf 10 psf 40 psf 25 psf 100 psf 10 psf 40 psf 50 psf 125 psf 10 psf 40 psf 75 psf 150 psf 10 psf 40 psf 100 psf 200 psf 10 psf 40 psf 150 psf Notes for the following Tables 3 through 14: The maximum beam span length for single beam and double beam are determined for the joists with the simply-supported and cantilevered span conditions. The joist cantilever is limited to L/4 of the joist support. The beam members are analyzed in accordance with AISI S100-2016. The maximum span length is determined by limiting the span to the maximum allowable span which meets the bending stress, shear stress, and deflection criteria (L/360) for the members. Code Compliance Research Report CCRR-0313 Page 7 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 3 – ALLOWABLE SINGLE BEAM SPANS (50 PSF) 50 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-1'' 17'-11'' 17'-0'' 16'-3'' 15'-6'' 14'-11'' 14'-4'' 13'-10'' 13'-5'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-0'' 17'-11'' 17'-0'' 16'-2'' 15'-6'' 14'-11'' 14'-4'' 13'-10'' 13'-5'' 13'-0'' 1'-0'' - - - 20'-0'' 20'-0'' 18'-10'' 17'-10'' 16'-11'' 16'-2'' 15'-5'' 14'-10'' 14'-4'' 13'-10'' 13'-5'' 13'-0'' 12'-7'' 1'-6'' - - - - - 17'-7'' 16'-9'' 16'-0'' 15'-4'' 14'-9'' 14'-3'' 13'-9'' 13'-4'' 12'-11'' 12'-7'' 12'-3'' 2'-0'' - - - - - - - 15'-2'' 14'-8'' 14'-2'' 13'-8'' 13'-3'' 12'-11'' 12'-6'' 12'-2'' 11'-11'' 2'-6'' - - - - - - - - - 13'-7'' 13'-2'' 12'-10'' 12'-6'' 12'-2'' 11'-10'' 11'-7'' 3'-0'' - - - - - - - - - - - 12'-4'' 12'-1'' 11'-9'' 11'-6'' 11'-3'' 3'-6'' - - - - - - - - - - - - - 11'-5'' 11'-2'' 11'-0'' 4'-0'' - - - - - - - - - - - - - - - 10'-8'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=0 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 10 psf DL + 0.75LL + 0.75SL/WL = 40 psf L/360 = 40 psf L/240 = 50 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 8 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 4 – ALLOWABLE SINGLE BEAM SPANS (75 PSF) 75 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 18'-9'' 17'-7'' 16'-7'' 15'-8'' 14'-11'' 14'-4'' 13'-9'' 13'-3'' 12'-9'' 12'-4'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 18'-9'' 17'-6'' 16'-6'' 15'-8'' 14'-11'' 14'-3'' 13'-9'' 13'-3'' 12'-9'' 12'-4'' 12'-0'' 1'-0'' - - - 19'-11'' 18'-6'' 17'-5'' 16'-5'' 15'-7'' 14'-10'' 14'-3'' 13'-8'' 13'-2'' 12'-9'' 12'-4'' 11'-11'' 11'-7'' 1'-6'' - - - - - 16'-3'' 15'-5'' 14'-9'' 14'-2'' 13'-7'' 13'-2'' 12'-8'' 12'-3'' 11'-11'' 11'-7'' 11'-3'' 2'-0'' - - - - - - - 14'-0'' 13'-6'' 13'-0'' 12'-7'' 12'-3'' 11'-10'' 11'-7'' 11'-3'' 10'-11'' 2'-6'' - - - - - - - - - 12'-6'' 12'-2'' 11'-10'' 11'-6'' 11'-2'' 10'-11'' 10'-8'' 3'-0'' - - - - - - - - - - - 11'-5'' 11'-1'' 10'-10'' 10'-7'' 10'-4'' 3'-6'' - - - - - - - - - - - - - 10'-6'' 10'-4'' 10'-1'' 4'-0'' - - - - - - - - - - - - - - - 9'-10'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=25 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 35 psf DL + 0.75LL + 0.75SL/WL = 58.75 psf L/360 = 40 psf L/240 = 58.75 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 9 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 5 – ALLOWABLE SINGLE BEAM SPANS (100 PSF) 100 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-4'' 17'-8'' 16'-4'' 15'-3'' 14'-5'' 13'-8'' 13'-0'' 12'-5'' 11'-11'' 11'-6'' 11'-1'' 10'-9'' 0'-6'' - 20'-0'' 20'-0'' 19'-3'' 17'-7'' 16'-3'' 15'-3'' 14'-4'' 13'-7'' 13'-0'' 12'-5'' 11'-11'' 11'-6'' 11'-1'' 10'-9'' 10'-5'' 1'-0'' - - - 17'-4'' 16'-1'' 15'-1'' 14'-3'' 13'-7'' 12'-11'' 12'-4'' 11'-11'' 11'-5'' 11'-1'' 10'-8'' 10'-5'' 10'-1'' 1'-6'' - - - - - 14'-1'' 13'-5'' 12'-10'' 12'-4'' 11'-10'' 11'-5'' 11'-0'' 10'-8'' 10'-4'' 10'-1'' 9'-9'' 2'-0'' - - - - - - - 12'-2'' 11'-9'' 11'-4'' 10'-11'' 10'-7'' 10'-4'' 10'-0'' 9'-9'' 9'-6'' 2'-6'' - - - - - - - - - 10'-10'' 10'-6'' 10'-3'' 10'-0'' 9'-8'' 9'-6'' 9'-3'' 3'-0'' - - - - - - - - - - - 9'-11'' 9'-8'' 9'-5'' 9'-2'' 9'-0'' 3'-6'' - - - - - - - - - - - - - 9'-2'' 8'-11'' 8'-9'' 4'-0'' - - - - - - - - - - - - - - - 8'-6'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=50 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 60 psf DL + 0.75LL + 0.75SL/WL = 77.5 psf L/360 = 40 psf L/240 = 77.5 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 10 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 6 – ALLOWABLE SINGLE BEAM SPANS (125 PSF) 125 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-5'' 17'-4'' 15'-10'' 14'-8'' 13'-8'' 12'-11'' 12'-3'' 11'-8'' 11'-1'' 10'-8'' 10'-3'' 9'-11'' 9'-7'' 0'-6'' - 20'-0'' 19'-3'' 17'-3'' 15'-9'' 14'-7'' 13'-8'' 12'-10'' 12'-2'' 11'-7'' 11'-1'' 10'-8'' 10'-3'' 9'-11'' 9'-7'' 9'-4'' 1'-0'' - - - 15'-6'' 14'-5'' 13'-6'' 12'-9'' 12'-2'' 11'-7'' 11'-1'' 10'-8'' 10'-3'' 9'-11'' 9'-7'' 9'-3'' 9'-0'' 1'-6'' - - - - - 12'-7'' 12'-0'' 11'-6'' 11'-0'' 10'-7'' 10'-2'' 9'-10'' 9'-7'' 9'-3'' 9'-0'' 8'-9'' 2'-0'' - - - - - - - 10'-11'' 10'-6'' 10'-2'' 9'-10'' 9'-6'' 9'-3'' 8'-11'' 8'-9'' 8'-6'' 2'-6'' - - - - - - - - - 9'-9'' 9'-5'' 9'-2'' 8'-11'' 8'-8'' 8'-6'' 8'-3'' 3'-0'' - - - - - - - - - - - 8'-10'' 8'-7'' 8'-5'' 8'-3'' 8'-0'' 3'-6'' - - - - - - - - - - - - - 8'-2'' 8'-0'' 7'-10'' 4'-0'' - - - - - - - - - - - - - - - 7'-7'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=75 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 85 psf DL + 0.75LL + 0.75SL/WL = 96.25 psf L/360 = 40 psf L/240 = 96.25 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 11 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 7 – ALLOWABLE SINGLE BEAM SPANS (150 PSF) 150 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 17'-9'' 15'-10'' 14'-6'' 13'-4'' 12'-6'' 11'-9'' 11'-2'' 10'-7'' 10'-2'' 9'-9'' 9'-5'' 9'-1'' 8'-9'' 0'-6'' - 20'-0'' 17'-7'' 15'-9'' 14'-5'' 13'-4'' 12'-6'' 11'-9'' 11'-2'' 10'-7'' 10'-2'' 9'-9'' 9'-4'' 9'-1'' 8'-9'' 8'-6'' 1'-0'' - - - 14'-2'' 13'-2'' 12'-4'' 11'-8'' 11'-1'' 10'-7'' 10'-1'' 9'-9'' 9'-4'' 9'-0'' 8'-9'' 8'-6'' 8'-3'' 1'-6'' - - - - - 11'-6'' 11'-0'' 10'-6'' 10'-1'' 9'-8'' 9'-4'' 9'-0'' 8'-8'' 8'-5'' 8'-2'' 8'-0'' 2'-0'' - - - - - - - 9'-11'' 9'-7'' 9'-3'' 8'-11'' 8'-8'' 8'-5'' 8'-2'' 7'-11'' 7'-9'' 2'-6'' - - - - - - - - - 8'-10'' 8'-7'' 8'-4'' 8'-1'' 7'-11'' 7'-9'' 7'-6'' 3'-0'' - - - - - - - - - - - 8'-1'' 7'-10'' 7'-8'' 7'-6'' 7'-4'' 3'-6'' - - - - - - - - - - - - - 7'-5'' 7'-3'' 7'-1'' 4'-0'' - - - - - - - - - - - - - - - 6'-11'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=100 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 110 psf DL + 0.75LL + 0.75SL/WL = 115 psf L/360 = 40 psf L/240 = 115 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 12 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 8 – ALLOWABLE SINGLE BEAM SPANS (200 PSF) 200 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 17'-5'' 15'-0'' 13'-5'' 12'-3'' 11'-4'' 10'-7'' 9'-11'' 9'-5'' 8'-11'' 8'-7'' 8'-3'' 7'-11'' 7'-7'' 7'-4'' 0'-6'' - 17'-0'' 14'-10'' 13'-4'' 12'-2'' 11'-3'' 10'-6'' 9'-11'' 9'-5'' 8'-11'' 8'-7'' 8'-2'' 7'-11'' 7'-7'' 7'-4'' 7'-2'' 1'-0'' - - - 12'-0'' 11'-2'' 10'-5'' 9'-10'' 9'-4'' 8'-11'' 8'-6'' 8'-2'' 7'-11'' 7'-7'' 7'-4'' 7'-2'' 6'-11'' 1'-6'' - - - - - 9'-9'' 9'-3'' 8'-10'' 8'-6'' 8'-2'' 7'-10'' 7'-7'' 7'-4'' 7'-1'' 6'-11'' 6'-8'' 2'-0'' - - - - - - - 8'-5'' 8'-1'' 7'-9'' 7'-6'' 7'-3'' 7'-1'' 6'-10'' 6'-8'' 6'-6'' 2'-6'' - - - - - - - - - 7'-6'' 7'-3'' 7'-0'' 6'-10'' 6'-8'' 6'-6'' 6'-4'' 3'-0'' - - - - - - - - - - - 6'-9'' 6'-7'' 6'-5'' 6'-3'' 6'-2'' 3'-6'' - - - - - - - - - - - - - 6'-3'' 6'-1'' 6'-0'' 4'-0'' - - - - - - - - - - - - - - - 5'-10'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=150 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 160 psf DL + 0.75LL + 0.75SL/WL = 152.5 psf L/360 = 40 psf L/240 = 160 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 13 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 9 – ALLOWABLE DOUBLE BEAM SPANS (50 PSF) 50 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 1'-0'' - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 1'-6'' - - - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 2'-0'' - - - - - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 2'-6'' - - - - - - - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-8'' 3'-0'' - - - - - - - - - - - 20'-0'' 20'-0'' 20'-0'' 19'-7'' 19'-2'' 3'-6'' - - - - - - - - - - - - - 19'-6'' 19'-1'' 18'-8'' 4'-0'' - - - - - - - - - - - - - - - 18'-2'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=0 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 10 psf DL + 0.75LL + 0.75SL/WL = 40 psf L/360 = 40 psf L/240 = 50 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 14 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 10 – ALLOWABLE DOUBLE BEAM SPANS (75 PSF) 75 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 1'-0'' - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-9'' 1'-6'' - - - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-9'' 19'-2'' 2'-0'' - - - - - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-8'' 19'-2'' 18'-8'' 2'-6'' - - - - - - - - - 20'-0'' 20'-0'' 20'-0'' 19'-7'' 19'-1'' 18'-7'' 18'-2'' 3'-0'' - - - - - - - - - - - 19'-5'' 18'-11'' 18'-6'' 18'-1'' 17'-8'' 3'-6'' - - - - - - - - - - - - - 17'-11'' 17'-7'' 17'-3'' 4'-0'' - - - - - - - - - - - - - - - 16'-9'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=25 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 35 psf DL + 0.75LL + 0.75SL/WL = 58.75 psf L/360 = 40 psf L/240 = 58.75 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 15 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 11 – ALLOWABLE DOUBLE BEAM SPANS (100 PSF) 100 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-7'' 18'-11'' 18'-3'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-6'' 18'-10'' 18'-3'' 17'-9'' 1'-0'' - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-6'' 18'-10'' 18'-3'' 17'-8'' 17'-2'' 1'-6'' - - - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-5'' 18'-9'' 18'-2'' 17'-8'' 17'-2'' 16'-8'' 2'-0'' - - - - - - - 20'-0'' 20'-0'' 19'-3'' 18'-8'' 18'-1'' 17'-7'' 17'-1'' 16'-8'' 16'-3'' 2'-6'' - - - - - - - - - 18'-6'' 17'-11'' 17'-5'' 17'-0'' 16'-7'' 16'-2'' 15'-9'' 3'-0'' - - - - - - - - - - - 16'-10'' 16'-5'' 16'-1'' 15'-8'' 15'-4'' 3'-6'' - - - - - - - - - - - - - 15'-7'' 15'-3'' 14'-11'' 4'-0'' - - - - - - - - - - - - - - - 14'-7'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=50 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 60 psf DL + 0.75LL + 0.75SL/WL = 77.5 psf L/360 = 40 psf L/240 = 77.5 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 16 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 12 – ALLOWABLE DOUBLE BEAM SPANS (125 PSF) 125 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-10'' 18'-11'' 18'-2'' 17'-6'' 16'-11'' 16'-5'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-9'' 18'-11'' 18'-2'' 17'-6'' 16'-11'' 16'-4'' 15'-11'' 1'-0'' - - - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-8'' 18'-10'' 18'-2'' 17'-6'' 16'-11'' 16'-4'' 15'-10'' 15'-5'' 1'-6'' - - - - - 20'-0'' 20'-0'' 19'-7'' 18'-9'' 18'-0'' 17'-5'' 16'-10'' 16'-3'' 15'-10'' 15'-4'' 14'-11'' 2'-0'' - - - - - - - 18'-7'' 17'-11'' 17'-3'' 16'-9'' 16'-3'' 15'-9'' 15'-4'' 14'-11'' 14'-6'' 2'-6'' - - - - - - - - - 16'-7'' 16'-1'' 15'-8'' 15'-3'' 14'-10'' 14'-6'' 14'-2'' 3'-0'' - - - - - - - - - - - 15'-1'' 14'-9'' 14'-5'' 14'-1'' 13'-9'' 3'-6'' - - - - - - - - - - - - - 14'-0'' 13'-8'' 13'-5'' 4'-0'' - - - - - - - - - - - - - - - 13'-1'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=75 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 85 psf DL + 0.75LL + 0.75SL/WL = 96.25 psf L/360 = 40 psf L/240 = 96.25 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 17 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 13 – ALLOWABLE DOUBLE BEAM SPANS (150 PSF) 150 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-0'' 18'-1'' 17'-4'' 16'-8'' 16'-0'' 15'-6'' 15'-0'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-0'' 18'-1'' 17'-4'' 16'-7'' 16'-0'' 15'-5'' 14'-11'' 14'-6'' 1'-0'' - - - 20'-0'' 20'-0'' 20'-0'' 19'-10'' 18'-10'' 18'-0'' 17'-3'' 16'-7'' 16'-0'' 15'-5'' 14'-11'' 14'-6'' 14'-1'' 1'-6'' - - - - - 19'-7'' 18'-8'' 17'-10'' 17'-2'' 16'-6'' 15'-11'' 15'-4'' 14'-11'' 14'-5'' 14'-0'' 13'-8'' 2'-0'' - - - - - - - 17'-0'' 16'-4'' 15'-9'' 15'-3'' 14'-10'' 14'-5'' 14'-0'' 13'-7'' 13'-3'' 2'-6'' - - - - - - - - - 15'-2'' 14'-8'' 14'-3'' 13'-11'' 13'-7'' 13'-3'' 12'-11'' 3'-0'' - - - - - - - - - - - 13'-10'' 13'-6'' 13'-2'' 12'-10'' 12'-7'' 3'-6'' - - - - - - - - - - - - - 12'-9'' 12'-6'' 12'-3'' 4'-0'' - - - - - - - - - - - - - - - 11'-11'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=100 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 110 psf DL + 0.75LL + 0.75SL/WL = 115 psf L/360 = 40 psf L/240 = 115 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 18 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 14 – ALLOWABLE DOUBLE BEAM SPANS (200 PSF) 200 psf Joist Span 1'-0'' 2'-0'' 3'-0'' 4'-0'' 5'-0'' 6'-0'' 7'-0'' 8'-0'' 9'-0'' 10'-0'' 11'-0'' 12'-0'' 13'-0'' 14'-0'' 15'-0'' 16'-0'' Joist Cantilever 0'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-3'' 18'-0'' 16'-11'' 16'-1'' 15'-4'' 14'-8'' 14'-1'' 13'-6'' 13'-1'' 12'-8'' 0'-6'' - 20'-0'' 20'-0'' 20'-0'' 20'-0'' 19'-2'' 17'-11'' 16'-11'' 16'-1'' 15'-3'' 14'-8'' 14'-1'' 13'-6'' 13'-1'' 12'-8'' 12'-3'' 1'-0'' - - - 20'-0'' 19'-0'' 17'-10'' 16'-10'' 16'-0'' 15'-3'' 14'-7'' 14'-0'' 13'-6'' 13'-0'' 12'-7'' 12'-3'' 11'-11'' 1'-6'' - - - - - 16'-7'' 15'-10'' 15'-1'' 14'-6'' 13'-11'' 13'-5'' 13'-0'' 12'-7'' 12'-2'' 11'-10'' 11'-6'' 2'-0'' - - - - - - - 14'-4'' 13'-10'' 13'-4'' 12'-11'' 12'-6'' 12'-2'' 11'-10'' 11'-6'' 11'-2'' 2'-6'' - - - - - - - - - 12'-10'' 12'-5'' 12'-1'' 11'-9'' 11'-5'' 11'-2'' 10'-11'' 3'-0'' - - - - - - - - - - - 11'-8'' 11'-4'' 11'-1'' 10'-10'' 10'-7'' 3'-6'' - - - - - - - - - - - - - 10'-9'' 10'-6'' 10'-4'' 4'-0'' - - - - - - - - - - - - - - - 10'-1'' (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=150 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 160 psf DL + 0.75LL + 0.75SL/WL = 152.5 psf L/360 = 40 psf L/240 = 160 psf (3) Deflection limits for joists and beams are based on L/360 for live load and L/240 for total load. (4) Joist and beam capacities are determined in accordance with AISI S100-16. Code Compliance Research Report CCRR-0313 Page 19 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report TABLE 15 – ALLOWABLE POST HEIGHTS Dead Load Live Load Snow Load Maximum Deck Tributary Area Maximum Post Height 10 psf 40 psf 0 psf 200 ft² 120.0 in. 10 psf 40 psf 50 psf 200 ft² 120.0 in. 10 psf 40 psf 75 psf 200 ft² 120.0 in. 10 psf 40 psf 100 psf 150 ft2 120.0 in. 200 ft² 109.3 in. 10 psf 40 psf 150 psf 100 ft² 120.0 in. 150 ft2 101.5 in (1) All loads and load combinations are determined using ASCE 7-16. LL=Live Load, DL=Dead Load, SL=Snow Load (2) Loads used to produce tis table are as follows: LL=40 psf, DL=10 psf, SL=150 psf. The following Total Load Combinations were considered: DL + LL = 50 psf DL + SL/WL = 160 psf DL + 0.75LL + 0.75SL/WL = 152.5 psf L/360 = 40 psf L/240 = 160 psf Code Compliance Research Report CCRR-0313 Page 20 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report FIGURE 1 – EVOLUTION DECK FRAMING ASSEMBLY Code Compliance Research Report CCRR-0313 Page 21 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report 16 Gauge 18 Gauge FIGURE 2 – STEEL JOISTS FIGURE 3 – LEDGERS Code Compliance Research Report CCRR-0313 Page 22 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report FIGURE 4 – RIM JOISTS FIGURE 5 – SUPPORT POSTS Code Compliance Research Report CCRR-0313 Page 23 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report Single Beam Double Beam (with Track) Double Beam Track FIGURE 6 – BEAMS Code Compliance Research Report CCRR-0313 Page 24 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report Ledger Bracket used for 12" or 16" joist spacing Ledger Bracket used for non-standard joist spacing FIGURE 7 – JOIST TO LEDGER CONNECTION F-50 Bracket used for non-standard joist spacing FIGURE 8 – JOIST TO RIM JOIST CONNECTION Code Compliance Research Report CCRR-0313 Page 25 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report FIGURE 9 – JOIST TO BEAM CONNECTION Code Compliance Research Report CCRR-0313 Page 26 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report FIGURE 10 – JOIST BLOCKING Code Compliance Research Report CCRR-0313 Page 27 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report FIGURE 11 – BEAM TO POST CONNECTIONS Code Compliance Research Report CCRR-0313 Page 28 of 28 545 E. Algonquin Road • Arlington Heights • Illinois • 60005 intertek.com/building PCA-101 Version: 28 December 2021 SFT-BC-CCRR-OP-19a Code Compliance Research Report FIGURE 12 – BEAM SPLICING