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Specifications GS oe-a-o7-,V6 - 0S 7 fi ER -2078P LEGACY REPORT Reissued December 1, 2002 &uiness/Regional Office • 5360 Workman Mill Road, Whittier, California li°m 90601 • (562) 699-0543 ICC Evaluation Service, Inc. Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599-9800 WWW.icc- es.org Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708)799-2305 Legacy report on the 1997 Uniform Building Code"' and the 2000 International Building Code DIVISION: 05— METALS a minimum 2 -inch (51 mm) depth above the top flute, is Section: 05310 —Steel Deck applied. The lightweight concrete must conform to the following specifications: VERCO STEEL DECKS 1 1. Oven -dry weight, 25 to 30 pounds per cubic foot (400 to 480 kg /m c ` VERCO MANUFACTURING 40. 2. One -to-six mix by volume of cement to aggregate. 4340 NORTH 42 AVENUE 3. Aggregate shall comply as a Group I aggregate per ASTM PHOENIX,;.. IZON4 85019 r � :S. �7 ; -- i :4 C 332. ..-! # ,. 3-, . ` SUB.I CT - r 1, 4. The lightweight concrete must be tested in accordance with "Tests of Compressive Strength of Lightweight r Verco Steel Decks f �� Insulating Concrete," ASTM C 495, and must have a 3- . rI inch-diameter-by-6-inch-high 76 mm b 152 mm c li Ea Y# . � � QES b (76 by mm) Y' f . < compressive strength of at least 140 pounds per square 5 The�rcb e)l ks c bed in this report comply with . , . inch (965 kPa). .al C `� , ' � tt f ' 4: r t ' esign of Cold- Formed Steel Vercor deck, when formed from galvanized steel, _, tat ::; l tXaMprtlb h December 1989 Addendum), rimer- 9 P e 111 +t�tertrtlG n- © l . visio I of the 1997 Uniform Building painted or mill - finished, is permitted as a diaphragm without S abe, i PS },, an c the §13:e fication for the Design of Cold- concrete fill as described in Table 29. v �:5t..uftu embers, 1996 edition, as 2.1.4 PunchLokT" System: The PunchLokTM system '4 7 °" "'' 'c Se6io .2 the 2000 Internat Building consists of PLB and PLN roof decks and PLB, PLN, PLW2, ik R ; .Bl and PLW3 Formlok decks connected at sidelaps with the Pa; _ �! Verco Manufacturing Co. proprietary connection. The Verco ` sidelap connection, referred to as the VSC, is an interlocking 0. r • 11 d e a cold- formed from steel sheets connection between the male and female lips of the decks it p tQ . aly�i� P li P inted, or mill finishes. All listed above. The VSC connection is permitted to be made in > llfahg •SI_ergr¢pl it ASTM A 924. A suffix number either direction relative to the female lip. An acceptable VSC kc - c aiesal 'sack�v �5rr widt for example, B -24 indicates a ctnnection has been made when the sidelap material has n cam,' 5 ' c „ v idt r 24 inc es (610 mm). The suffix "SS" been sheared and offset so the sheared surface of the steel � -....1. c IPcfiC s kr ided wit extended female lip. deck male leg is visible. This punched portion measures 5 /5 _ , :± .1 . 2c: ' ti6f Dee_S „ ISB B -CD, PLN, N, and N -24CD - � *id FI_ B, BCD, BR, PLN, N, NCD, PLW2, height. The PunchLok systems inch (15.9 mm) nominal width by 3/5 inch (9.5 mm) nominal F�►p- im stems must be installed in - _ rtd W3CD Formlok Decks: The accordance with Verco instructions. The resulting VSC decks are available as galvanized, primer - painted, or mill- connection is illustrated in Figure 11. finished. Galvanized steel decks shall be formed from ASTM Allowable diaphragm shears and flexibility factors for PLW2 A 653, SS Grade 33 (minimum), steel, while the primer- and PLW3 Formlok deck without concrete and with sidelaps painted and mill - finished steel decks shall be formed from connected with the VSC connections are shown in Tables 15 either ASTM A 611, Grade C (minimum), steel; ASTM A 1008, and 17. SS Grade 33 (minimum), steel; or ASTM A 1008 HSLAS, Allowable diaphragm shears and flexibility factors for PLB Class 1 or Class 2, Grade 45 (minimum), steel. All steels and PLN roof or Formlok deck without structural concrete fill, have a minimum yield strength of 38,000 psi (262 MPa). using sidelaps connected with the VSC connections, are 2.1.3 1 inch Vercor and 1 inch Vercor Ventlok shown in Tables 19 and 24. The ends of the PLB and PLN Decks: The decks are galvanized steel formed from steel deck shall be lapped a minimum of 2 inches (51 mm). complying with ASTM A 653, SS Grade 80, with a minimum 2.1.5 PLBT” -36 Deck with the PunchLok System 80,000 psi (551 MPa) yield strength; or primer - painted or mill- Fastened with Hilti Pins: This system consists of PLB -36 finished steel that complies with ASTM A 611, Grade E, or deck fastened to the structural supports with Hilti X- EDN19- ASTM A 1008, SS Grade 80, with a minimum yield strength THQ12 or X-EDNK22-THQ12 power - actuated fasteners. Deck of 80,000 psi (551 MPa). sidelaps shall be connected with the VSC connections The Vercor galvanized decks are permitted to be used for described in Section 2.1.4. The ends of the PLB -36 deck shall diaphragm purposes when a lightweight concrete fill, having be lapped a minimum of 2 inches (51 mm). ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as ANSI an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. 104i� 0/ Copyright ® 2005 Page 1 of 8 REVIEWED THIS REVIEW IS NOT AN APPROVAL OF RECEIVED ANY DEVIATION FROM THE REQUIREMENTS OF THE CONTRACT DOCUMENTS JAN 2 6 2007 DATE / -2. f a A PPROVED BY KGs LCG Pence Construction, LI .0 LCG PENCE, LLC PORTLAND PDX: 503- 252 -3802 SALEM: 503 -399 -7223 c662 olovoe- oZ r REVIEWED ❑ REVISE AND RESUBMIT teREJECTED 0 MAKE CORRECTIONS AS NOTED Vender oduct(s). Corr co pr ments made on the shop drawings during this review do nct relieve contractor _ from compliance with requirements of the drawings and DEFFENBAL,IGH & ASSOCIATES, P.C. specifications. This check is only for review of general conformance with the design concept of the project and Date 2-* 01 B general compliance with the information given in the ( ENO EXCEPTIONS TAKEN contract documents. The contractor is responsible for: )MAKE CORRECTION tJOTEO confirming and correlating all quantities and.dimension; ( ) SUBMIT SPECIFIED ITEM ( ) REVlSEAND RESL'6iNIT selecting fabrication processes and techniques of ( ) REJECTED construction; coordinating his work with that of all other Corrections or comments made on the shop drawings during this review do not trades; and performing his work in a safe and relieve the contractor of his responsibility to comply with the requireme: -ts of satisfactory manner. the drawimance ngs and specifications. review is only to check for general Lewis ft `Jan West Inc. confor with the desig concept of the project and general complian Consa Zing Engineers FE B with the Contract Documents. The contractor remains responsible for; i � confirming and correlating all dimensions and quantities; selecting fabrication 1 t-! �� processes and techniques of construction; coordinating the work of the trades; Date _— BY and performing the work in a safe and satisfactory manner. pEFFENBAUG SOCIATES. P,C, DATE: 2- /q• v 7 B f , • THIS DRAWING HAS BEEN bee *% ATED WITH THE ARCHITECTURAL AND STRUCTURAL COMPONENTS OF THE OVERALL PROJECT. THIS REVIEW DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO COMPLY WITH THE REQUIREMENTS OF THE BUILDING, MECHANICAL, ELECTRICAL, AND ENERGY CODES. THIS REVIEW IS ONLY TO CHECK FOR GENERAL CONFORMANCE TO THE PROJECT. THE CONTRACTOR REMAINS RESPONSIBLE FOR: CONFORMING AND CORRELATING ALL DIMENSIONS AND QUANTITIES; SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION; COORDINATING THE WORK TRADES; AND PFR.f-ORMING THE WORK IN A SAFE AND SATISFACTORY MANNER. '' Page 2 of 8 ER -2078P Fasteners connecting the deck to structural steel supports 2.1.8 SHEARTRANZ This system consists of a special shall be centered not less than 1 inch (25 mm) from the ends end support connection weld with No. 16 gage. [0.0598 inch of the sheets. The Hilti fasteners have a dome -style head and (1.52 mm)] Z- or channel- shaped sections for use with N -24, a 15 /32-inch- diameter (11.8 mm) steel flat washer and a steel HSB-30 or HSB -36 decks. The sections shall be formed from top -hat washer. The X- EDN19 -THQ12 fastener has a brass- steels described in Section 2.1.2 of this report, with a colored top -hat washer, and the X- EDNK22 -THQ12 fastener minimum yield strength of 33,000 psi (228 MPa). The has a silver - colored top -hat washer. All fasteners have an SHEARTRANZ element is used only at shear collecting electroplated zinc coating. ICBO ES evaluation report ER- members perpendicular to the corrugations. All end laps at 4373 has additional information on the Hilti fasteners. supports must be at least 2 inches (51 mm) and fastened to Allowable diaphragm shears and flexibility factors for PLB- supports with arc spot puddle welds, as required by design. 36 roof deck fastened to supports with Hilti X- EDN19 -THQ12 Details are shown in Tables 23 and 26 and in Figure 6. orX- EDNK22 -THQ12 fasteners, with sidelaps connected with 2.1.9 System 80: This system consists of galvanized HSB - the VSC connections, are shown in Table 27. The appropriate 30 or HSB -36 steel decks, SHEARTRANZ element and one Hilti fastener is selected based on the actual substrate of the lightweight concrete systems in Item 1 or Item 2 below. thickness, with the tabulated values adjusted as noted in the Where required, positive venting of the HSB -30 and HSB -36 table footnotes. Allowable tension loads for the Hilti fasteners deck is accomplished through use of either Ventlok -type deck are shown in Table 2. Proper penetration of the Hilti fasteners or vent tabs in the interior bottom flanges of the deck, spaced into structural supports is shown in Figure 7. 6 inches (152 mm) on center. The lightweight concrete 2.1.6 PLBTM - 36 Deck with the PunchLokTM System systems are: Fastened with Pneutek Pins: This system consists of PLB- 1. Zonolite insulating concrete with or without Insulperm . 36 deck fastened to the structural supports with Pneutek board, constructed according to ICBO ES evaluation SDK61075, SDK63075, K64062, K66062, or K66075 report ER -3260. fasteners. Deck sidelaps are connected with the VSC 2. Lightweight insulating concrete complying with connections described in Section 2.1.4. The ends of the PLB- specifications in Section 2.1.3 of this report. 36 deck shall be lapped a minimum of 2 inches (51 mm). Fasteners connecting the deck to structural steel supports Allowable diaphragm shear values are presented in Table 30. shall be centered not less than 1 inch (25 mm) from the ends of the sheets. The Pneutek fasteners have 1 / 2 - inch - diameter 2.1.10 Acoustical Deck: PLB, HSB, PLN, and N types are (12.7 mm) heads. All fasteners are mechanical zinc or zinc available as acoustical deck. See Figure 2 for perforation electro-chromate plated. See ICBO ES evaluation report ER- patterns. Data in Tables 19 thru 28 also apply to the 3829 for additional information on the Pneutek fasteners. acoustical versions. Acoustical uses are limited to nonfire- Allowable diaphragm shears and flexibility factors for PLB- resistive assemblies. 36 roof deck fastened to supports with Pneutek SDK61075, 2.1.11 Acoustical Cellular Deck: HSB -CD and N -24CD roof SDK63075, K64062, K66062, or K66075 fasteners, with decks and BCD, NCD, W2CD, and W3CD Formlok decks are sidelaps connected with the VSC connections, are shown in available with acoustical perforations in the flat bottom plate. Table 28. The appropriate Pneutek fastener is selected based Perforations are 5 / 32 inch (4mm) in diameter on 7 / 16 -inch (11.1 on the actual substrate thickness as noted in the table mm) staggered centers. The nominal widths of the perforated headings. Allowable shear values for Pneutek fasteners bands, which are centered under the top flanges of the fluted installed parallel to deck flutes and allowable tension loads top sections, are: HSB -CD /BCD -3.6 inches (91 mm); N- . shown in Table 3. Fasteners must be driven such that 24CD/NCD -5.5 inches (140 mm); W2CD and W3CD-6.7 there is tight contact between the fastener head and the inches (170 mm). attached panels. See Figure 8. 2.2 Design: 2.1.7 SHEARTRANZ II: The system consists of No. 14 gage [0.070 inch (1.78 mm)] ShearTranz 11-42 or No. 16 gage 2.2.1 General: Section properties and minimum design [0.0598 inch (1.52 mm)] ShearTranz II restraining elements, base -metal thicknesses are shown in Tables 4 and 6, and which are formed from steels, described in Section 2.1.2, with deck profiles are shown in Figures 1 and 3. a minimum yield strength of 33,000 psi (228 MPa). The No. The tables accompanying this report describe allowable 14 gage ShearTranz 11-42 units are used with PLB -36 decks, diaphragm shear values for each roof and composite deck and the No. 16 gage ShearTranz II units are used with HSB - type and superimposed loads for each composite deck type. 36 decks at shear collecting support elements perpendicular The General Notes on the tables provide additional to the deck corrugations. No skewing of deck to collector information. supports is permitted. In addition to the standard details, the conditions described below may require the SHEARTRANZ Allowable tension for arc spot welds is determined by 11 -42 or SHEARTRANZ II elements. Equation E2.2 -8 or Equation E2.2.2 -1 of the AISI Specification for the Design of Cold- Formed Steel Structural The first condition occurs with decks cantilevered over deck Members (AISI), referenced in the applicable code. supports. In this condition, the SHEARTRANZ 11-42 or Allowable tension loads for Hilti X-EDN19-THQ12 or X- SHEARTRANZ II element is installed as shown in Figure 5. EDNK22 -THQ12 fasteners are shown in Table 2. Allowable The second condition occurs when the deck ends abut at tension loads for Pneutek SDK61075, SDK63075, K64062, interior supports. In this condition, the top flanges of K66062, and K66075 fasteners are shown in Table 3. SHEARTRANZ 11-42 or SHEARTRANZ II elements are centered overthe buttjoints. Allowable diaphragm shears and Allowable tension loads for the ITW /Buildex TRAXX 3, 4 flexibility factors for ShearTranz 11-42 and PLB -36 deck, with and 5 and TEKS 3, 4 and 5 self - drilling screws with 0.415 - sidelaps connected with the VSC connection, are shown in inch - diameter (10.5 mm) washer heads, using 1 (33 Table 21. Allowable diaphragm shears and flexibility factors mm) Vercor deck, are as noted in Footnote 7 of Table 29. for ShearTranz II and HSB -36 deck with button punched or 2.2.2 Concrete Diaphragms with Shear Connectors: top seam welded sidelaps are shown in Table 22. Installation Concrete diaphragms with shear connector studs may be details are shown in Figure 5. used with Types PLB, B, BR, BCD, PLW2, W2, W2CD, Page 3 of 8 ER -2078P PLW3, W3, W3CD, PLN, N, NCD and 1 Vercor deck 1. The maximum clear spans for PLB, B, BCD, and BR types. Details are shown in Table 14. Deck flutes are Formlok are limited to 12 feet (3658 mm), while the spans perpendicular to steel supports. Shear connector studs may for PLW2, W2, W2CD, PLW3, W3, W3CD, PLN, N, and replace required arc spot welds. NCD Formlok are limited to 13 feet, 2 inches (4013 mm). 2.2.3 Composite Decks for Floors and Roofs: These 2. The minimum steel gage shall be No. 22 for fluted units decks are of the same material and finish as described and No. 20/20 for cellular units. Unit finishes may be above, but with various depths of concrete as set forth in the galvanized, phosphatized /painted, or mill- finished. accompanying tables, and with web and flange embossments 3. No electrical raceways are placed in the concrete fill. designated as Formlok. 4. The minimum attachments are as follows: Concrete is made with normal- weight rock or expanded , shale aggregates and must have a minimum 28-day a. All welds at each support shall be 1 / 2 -inch (12.7 mm) compressive strength of 3,000 psi (20.7 MPa). The minimum effective diameter arc spot (puddle) welds as required concrete fill thickness is 2 inches (51 mm) above the top of for diaphragm shears, but there shall be at least four the steel deck. welds for 30- and 36- inch -wide (762 and 914 mm) PLB, B, and BCD decks; three welds for 24 -inch -wide The deck types used with concrete fill are as follows: (610 mm) decks; and one in each valley for PLW2, 1. Types PLB -36 and B -36, BCD, and BR -24, -30, and -36 W2, W2CD, PLW3, W3, and W3CD Formlok decks. Formlok. Where arc spot welds and shear studs coincide, the 2. Types PLN -24 and N -24 and NCD Formlok. arc spot weld may be eliminated. 3. Types PLW2 -36, W2 -36, W2CD, PLW3 -36, W3 -36, and b. Attachment to chords or struts shall be welds as W3CD Formlok. required for diaphragm shear with concrete fill. Where bearing lengths at reaction points of decks do not c. Sidelaps (seams) shall be button punched or welded comply with minimum values in Table 5, separate analysis for at 3 feet (914 mm) on center, maximum. Sidelaps of web crippling is required in accordance with Section 2230- PLB, PLN, PLW2, and PLW3 decks are permitted to C3.4 of the applicable AISI. Requirements in Table 5 apply to be connected with the VSC connections described in bare decks and to composite decks during the construction Section 2.1.4 at 3 feet (914 mm) on center, maximum. phase only, prior to the concrete's acquiring minimum For BR decks, use a 1 (38 mm) seam weld at compressive strength. 3 feet (914 mm) on center. 2.3 Installation: 5. The concrete fill thickness above the deck top flange must be either 3 inches (82 mm) for structural lightweight Arc seam or arc spot (puddle) welds for field assembly of concrete having a unit weight of 110 ±3 pounds per cubic steel decking must have an effective fusion area of at least 3/9 foot (1762 ± 48 kg /m and a 28 -day compressive strength inch by 1 inch (9.5 mm by 25 mm) or 1 / 2 inch (12.7 mm) in of 3,000 psi (20.7 MPa); or 4 inches (114 mm) for diameter, respectively. Seam welds are a minimum of 1 normal- weight concrete having a unit weight of 150 ± 3 inches (38 mm) long. Minimum E60XX filler metal is used. pounds per cubic foot (2403 ± 48 kg /m and a 28 -day Other weld requirements must comply with AWS D 1.3 -98. compressive strength of 3,500 psi (24.1 MPa). Connections using the PunchLokTM' system are described in 6. The concrete fill is reinforced with minimum 6 -by -6, W 1.4- Sections 2.1.4 to 2.1.7. by-W1.4 welded -wire fabric, placed near the center of the 2.4 Restrained Fire - resistive Ratings: concrete fill. 2.4.1 Conditions of Restraint: Interior spans of continuous 2.4.4 Additional Fire - resistive Ratings: composite slabs may be considered thermally restrained. For 1. The following are additional restrained fire- resistive other conditions, evidence substantiating adequate thermal ratings for Types PLB, B, BCD, BR, PLN, N, NCD, PLW2, restraint, consistent with Section 703.2 of the UBC or Section W2, W2CD, PLW3, W3, and W3CD Formlok decks: 703.2.3 of the IBC, whichever is applicable, must be submitted to and approved by the building official. a. One -hour rating with 2V inches (63.5 mm) of 3,000 psi (20.7 MPa) lightweight [110 pcf (1762 kg/mm3)] 2.4.2 Vercor, Vercor Ventlok, PLB, B, PLN, N, PLW2, and structural concrete, or 3 inches (89 mm) of 3,500 psi W2: Types Vercor, Vercor Ventlok, PLB, B, PLN, N, PLW2, (24.1 MPa) normal - weight [150 pcf (2403 kg/ mm and W2 decks are permitted to be used for a two-hour fire - concrete over top flute of deck. resistive roof deck with exposed soffit, subject to the following b. Three -hour rating with 4 inches (108 mm) of 3,000 conditions: psi (20.7 MPa) structural lightweight [110 pcf (1762 1. The fill type, thickness and construction are as set forth in kg /mm concrete over top flute of deck. Table 7 -C of the UBC or Table 719.1(3) of the IBC, 2. One- and two-hour restrained fire - resistive ratings for whichever is applicable. steel decking with Zonolite insulating concrete, with or 2. The maximum clear span for No. 26 gage decks shall be without Insulperm insulation board, are described in limited to 6 feet, 8 inches (2032 mm), and for heavier current ICBO ES evaluation report ER -3260. gage decks to 8 feet, 6 inches (2590 mm). 2.5 Unrestrained Fire - resistive Ratings: 3. The decks are attached to support structural elements as 2.5.1 PLB, B, BCD, BR, PLN, N, NCD, PLW2 W2, W2CD, set forth in the tables accompanying this report. PLW3, W3, and W3CD Formlok: Types PLB, B, BCD, BR, 2.4.3 PLB, B, BCD, BR, PLN, N, NCD, PLW2, W2, W2CD, PLN, N, NCD, PLW2, W2, W2CD, PLW3, W3, and W3CD PLW3, W3, and W3CD Formlok: Types PLB, B, BCD, BR, Formlok, when used with a structural concrete fill, have a fire - PLN, N, NCD, PLW2, W2, W2CD, PLW3, W3, and W3CD resistive rating with exposed underside as a floor or roof deck, Formlok, when used with a structural concrete fill, shall have provided: a two -hour fire - resistive rating with exposed underside when 1. The minimum steel gage shall be No. 22 for fluted units used as either a roof or floor, provided: and No. 20/20 for cellular units. k Page 4 of 8 ER -2078P 2. Decks are attached as follows: required where the steel deck systems are used as part of a a. All welds at supports shall be V (12.7 mm) seismic-force- resisting system in structures assigned to effective diameter arc spot (puddle) welds as required Seismic Design Category C, D, E, or F. Periodic special for diaphragm shears, but there shall be at least four inspections apply to connections such as screws, power welds for 30- and 36- inch -wide (762 and 914 mm) actuated fasteners, Verco sidelap connections and button PLB, B, and BCD; three welds for 24- inch -wide (610 punches. Periodic special inspections also apply where noted mm) decks; and one in each valley for PLW2, W2, in Tables 1704.3 and 1704.4 of the IBC. W2CD, PLW3, W3, and W3CD Formlok decks. 2.6.3.2 Continous Special Inspections: Continuous b. Attachment to chords or struts must be welds as special inspections apply where noted in Tables 1704.3 and required for decks with concrete fill to resist the 1704.4 of the IBC. diaphragm shear. 2.6.3.3 Quality Assurance Plan: A quality assurance plan c. Sidelaps (seams) shall be button punched or welded must be submitted to the building official as set forth in - at 3 feet (914 mm) on center, maximum. Sidelaps of Sections 1705 and 1706 of the IBC. The plan must include PLB, PLN, PLW2, and PLW3 decks shall be the special inspection duties noted in Section 2.6.1 and 2.6.2. connected with the VSC connections described in 2.7 Identification: Section 2.1.4 at 3 feet (914 mm) on center, maximum. Each bundle of decking is marked with the Verco For BR decks, 1 (38 mm) seam welds at 3 feet Manufacturing Co. name, the deck type, the gage, and the (914 mm) on center shall be used. evaluation report number (ICBO ES ER- 2078P). 3. The concrete fill must be structural lightweight concrete SHEARTRANZ pieces are stamped with " SHEARTRANZ with expanded shale or slate aggregate and 4 to 7 percent SHEARTRANZ -42 pieces are stamped "SHEARTRANZ I (- entrained air. The unit weight of the concrete must be 110 42 ", and SHEARTRANZ II pieces are stamped pounds per cubic foot (1,762 kg /m'), with a minimum 28- "SHEARTRANZ II." All Sheartranz pieces also are labeled day compressive strength, f' c , of 3,000 psi (20.7 MPa). with the Verco Manufacturing Co. name and the evaluation The thickness above the top flange of the deck is 3'/ report number (ER- 2078P). Hilti, Pneutek, and ITW fasteners inches (82 mm). are identified in accordance with ER -4373, ER -3829 and ER- 4. The unrestrained assembly is assigned the same fire- 3056, respectively. resistive rating as the fire- resistive rating of the supporting 3.0 EVIDENCE SUBMITTED steel beams, or a lesser rating. Data in accordance with the ICBO ES Acceptance Criteria for 2.52 Steel Decking with Zonolite: One -hour and two -hour Steel Decks (AC43), dated January 2002. unrestrained fire- resistive ratings for steel decking with 4.0 FINDINGS Zonolite insulating concrete, with or without Insulperm insulation board, are described in current ICBO ES evaluation That the Verco Steel Decks described in this report report ER -3260. comply with the 1997 Uniform Building Code'*' and the 2.5.3 Fireproofing Spray- applied to Deck: Fire - resistive 2000 International Building Code for use as wall, floor ratings with fireproofing material spray- applied to galvanized and /or roof systems to resist vertical and horizontal deck underside are described in current ICBO ES evaluation forces, subject to the following conditions: reports ER -1244, ER -4607 and ER -4818. In addition, prime- painted Types PLB, B, BR, PLN, N, PLW2, W2, PLW3, and 4.1 Composite sections are not used for loads that are W3 decks can be sprayed with MK -6 (ICBO ES evaluation predominantly vibratory. ER -4607), DC /F (ICBO ES evaluation report ER -1244) or 4.2 Where used as diaphragms: CAFCO 300 (ICBO ES evaluation report ER -4818) fireproofing materials. 4.2.1 The one -third stress increase (or 0.75 reduction of the resulting forces) permitted 2.5.4 Steel Deck, Spray- applied Fireproofing and for Allowable Concrete Fill: Fire - resistive ratings with Verco steel deck, Design in the building fireproofing and concrete fill are achieved with code for load coommb nations containing wind Fibermesh fibers substituted for welded -wire fabric in or seismic forces shall not be used for shear accordance with ICBO ES evaluation report ER -4811. values in the diaphragm tables. 2.6 Special Inspection: 4.2.2 Allowable shear values are as set forth in the tables accompanying this report for the type 2.6.1 Concrete: Special inspection for concrete and of deck involved. concrete reinforcement is in accordance with Sections 1701.1 and 1701.4 of the UBC or Section 1704.4 of the IBC, 4.2.3 Diaphragm deflections shall not exceed the whichever is applicable. The inspector's duties include permitted relative deflections of walls sampling and testing, and verification of concrete mixes, between the diaphragm level and the floor reinforcement types and placement, and concrete placement. below. The flexibility limitations shown in 2.6.2 Welding: Special inspection for welding is in Table 7 may be used as a guide in lieu of a accordance with Section 1701.5 of the UBC or Section 1704.3 rational analysis of the anticipated of the IBC, whichever is applicable. Before proceeding, the deflections. welder must demonstrate his ability to produce the prescribed 4.2.4 Diaphragms may be zoned by varying deck weld to the special inspector's satisfaction. The inspector's gage and /or connections across a diaphragm other duties include verification of materials, weld preparation, to meet varying shear and flexibility welding procedures and welding processes. demands. 2.6.3 Additional Requirements for Installations under 4.3 Vertical load design without a concrete fill is based the IBC: on the section properties in Tables 4 and 6 of this 2.6.3.1 Periodic Special Inspections: Periodic special report. Allowable reaction based on web crippling Is inspections in accordance with Section 1707.4 of the IBC are based on Table 5 of this report. Page 5 of 8 ER -2078P 4.4 Special inspection Is provided in accordance with 4.7 Allowable loads and deflections are as set forth In Section 2.6. this report. Calculations demonstrating that the 4.5 Fire - resistive assemblies are assumed to be applied loads comply with this report shall be unrestrained unless evidence substantiating submitted to the building official for approval. adequate thermal restraint is submitted to and This report is subject to re -examination in two years. approved by the building official. See Section 2.4.1. 4.6 The decks are manufactured and installed in accordance with this report. • • Page 6 of 8 ER -2078P General Notes: The following notes apply to all of the accompanying tables dated December 1, 2002, unless otherwise noted: 1. The allowable values for composite decks shown in the tables are applicable to either phosphatized /painted or galvanized decks, and the allowable values shown for, roof decks are applicable to either painted, mill- finished, or galvanized decks unless specifically noted. 2. The allowable diaphragm shears listed in the tables are in pounds per linear foot. 3. The base -metal thickness for all decks is indicated in Tables 4 and 6. Thickness tolerances for all decks and Sheartranz elements shall comply with Section A3.4 of the AISI. 4. Deck panel sidelaps (seams) may be connected with the PunchLolOm VSC connections, welds, or button punches, as indicated in the evaluation report. The length of seam welds shall be a minimum of 1 inches (38 mm). The standing seam joint, where required, shall be fastened at 3 feet (914 mm) on center, maximum. Deck panel sidelaps (seams) may be fastened with self- tapping, self - drilling steel screws in place of button punches without affecting the shear and flexibility factors, under the following conditions: a. The screw size is minimum No. 10, with a minimum 3 / (19.1 mm) length. b. The screw spacing is identical to the tabulated button -punch spacing. c. The deck material thickness is at least No. 22 gage (0.0276 inch base -metal thickness). 5. Arc seam or arc spot (puddle) welds shall have an effective fusion area to supporting members at least equivalent to 3/8 inch (9.5 mm) wide by 1 inch (25 mm) long, or I / 2 inch (12.7 mm) in diameter. 6. End attachment patterns for the Types PLB, B, BCD, BR, HSB, PLN, N, NCD, PLW2, W2, W2CD, PLW3, W3, and W3CD are shown below. See Tables 31 and 32 for 1 inch Vercor and 1 -inch Vercor Ventlok deck end welds. See Figure 5 for SHEARTRANZ 11-42 and SHEARTRANZ II, Figure 6 for SHEARTRANZ and System 80, and Figure 9 for 1 / Vercor fastened with screws. NUMBER NUMBER OF ATTACHMENTS DECK TYPE OF ATTACHMENTS DECK TYPE 4 • • 3 • • S • • • • 6 4 enL•fL — b PLB, B, BCD, & HSB - 30" WIDE PLN, N & NCD 3 • • • 3 • • • PLW2, W2 & W2CD - 24" WIDE 5 • • • • BR-30 3 • • • 4 • • • • 4 • • PLW2, W2 & W2CD - 36" WIDE 5 • • • 3 • • 6 • . • • PLW3, W3 & W3CD - 24" WIDE PLB, B, BCD, & HSB - 36" WIDE 3 • • • 4 • • • • 4 • • • • PLW3, .W3 & W3CD - 36" WIDE 6 • • • • • BR -36 • Page 7 of 8 ER -2078P 7. Spacing of attachments to collector elements parallel to flutes: a. Arc spot puddle welds to members such as chords and to collector elements such as struts or ties shall have a spacing in feet (mm) equal to 35,000(t) + v [For SI: 6,130(t) + v], where: t = Uncoated steel thickness of fluted deck, in inches (mm). • v = Actual diaphragm shear at boundary supports or actual shear transferred to collector (at struts or ties), in pounds per foot (N /mm). Allowable diaphragm shear values in pounds per foot are set forth in Table 1. b. Fillet welds are permitted to be used to attach the diaphragm to parallel members such as diaphragm chords, struts, • ties, or other collector elements. Allowable capacity of fillet welds Is determined in accordance with Section 2.2.2 of AWS D1.3 -98. Spacing of the welds shall be based on the actual shear to be transferred. c. The spacing of Hilti fasteners at collectors parallel to deck flutes shall be the same as the spacing of the sidelap connections. If the required shear transfer between the deck and an interior collector element parallel to the deck flutes exceeds the shear strength of the diaphragm, two Hilti fasteners shall be spaced the same as the sidelap fasteners. d. Pneutek fasteners are permitted to be used to attach the diaphragm to parallel members such as diaphragm chords, struts, ties or other collector elements, with spacing based on the allowable shear strength of the specific fastener, substrate thickness, and deck gage combination used. e. The attachment spacing is 3 feet (914 mm), maximum. 8. For attachments at interior lines of shear transfer perpendicular to deck corrugations: The shear transfer from a diaphragm to interior tie or strut lines perpendicular to deck corrugations shall not exceed the shear values indicated in the tables. Two lines of connections of the type appropriate to the table (welds, pins, ShearTranz 11-42, ShearTranz II, or ShearTranz) may be used to develop the actual shear transfer to these collector elements. 9. Where individual panels are cut, the partial panel shall be fastened in a manner to fully transfer the shears at the point of the diaphragm to the adjacent full panels for the values specified in the tables. 10. The minimum 28 -day compressive strength for structural concrete shall be 3,000 psi (20.7 MPa), and unit weight shall be as indicated in the tables. The minimum depth of concrete shall be 2 inches (51 mm) over the top flange, and it is reinforced with a minimum 6 -by -6, W1.4-by-W1.4 welded -wire fabric. The reinforcement shall be placed near the center of the fill over the top flange. Where concrete fill depth exceeds 3 inches (82 mm), welded -wire fabric with an area equal to 0.00083 times the area of concrete fill over the metal deck, is required. 11. All decks with structural concrete fill may be considered rigid diaphragms (Fs1). Table 7 describes flexibility categories. 12. For decks with structural concrete fill, the diaphragm shear values and flexibility factors apply to deck sections with or without embossments. 13. For decks with structural concrete fill, the diaphragm shear values and flexibility factors apply whether or not the sidelaps are attached. 14. For SI dimensions, the following conversions apply: 1 inch = 25.4 mm; 1 lbf/ft = 14.6 N/m = 0.0146 N /mm; 1 in = 645.16 mm 1 in = 16 387.06 mm 1 in = 4 162 314 mm 1 psi = 6.89 kPa; 1 ft = 3048 mm; 1 pcf = 16,018 kg /m 1 psf = 0.0479 kN /m 1 lbf = 4.45 N. • • • Page 8 of 8 ER -2078P Sheared surface of male leg. Sheared surface of female leg. ® Male leg I sheet. O 40 Female leg / sheet. PunchLok*M system connection - as shown, ::::°z: ti m female sheets projects II cp 2J but VSC may be made in either direction. yrrs-v.►� tJ Verso Si Connection (VSC) VercoTM PunchLokTM System FIGURE 11