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DESIGN CALCULATIONS
Manufacturer of - Work Platforms - Vertical Lifts - Protective Rail Systems - Custom Steel Fabrication Solutions SCANNED BY St. Lucie County WORK PLATFORM SYSTEMS DESIGN CALCULATIONS FOR 7County,Permitting ST. Luc CVS STORE 5151 FORT PIERCE FL Shipping Order # 40158 CrHANDER R NANQK 740 HOLLOW RIDOiE Of HOUSTON, TX 77095 FLORIDA PE # 219M FILE COPY P.O. Box 89 - Waukesha, Wisconsin 53187 - 2621549-4000 - Fax: 262/549-7703 405 Commerce Street - Waukesha, Wisconsin 53186 Visit us at www.wildeck.com - ��iyg� CVS STORE 5151 FORT PIERCE FL Page 2 of 32 Specifications Disclaimers Calculations Roof Deck Data C Section Data Anchor Bolt Data Special Angle Drawing Reference: Manual of steel construction allowable stress design (ASD), Ninth Edition. AISC. Page Numbers 4 5-16 17 18-19 20-31 32 Codes: FBC2017-IBC 2015 Edition. Compliance with ADA Requirements are not required due to intended use of the work platform. Construction: Non-combustible. Fire rating, if required, is not by Wildeck, Inc. Note: if decking consists of roof deck and plywood, plywood is considered the walking surface or finished product. The roof deck is the structural member that carries the loads and provides the diaphram for the work platform stability. Occupancy: Storage: Not accessible to the general public. Guardrails: 42 inch high, two rail system with a 21 inch maximum pass -through spacing. Handrail: 34-38 inches with a 21 inch maximum pass -through spacing. Welds: A'Y4t All welds are made rsing E70XX electrodes. yeti t'••i6)ill; �t.`ti Seismic: `Seismic use"group'=, DS SDI = 0.048 ..3."Site class =D., 4:. Basib seismic°force resisting system = ordinary steel moment frame. 1. ' l'r,V`" 5. Design base�&ar N) = 49 lbs. 6. Analysis procedure = simplified analysis per `IBC)161T5j '; [! CVS STORE 5151 FORT PIERCE FL Page 3 of 32 Framing shall consist of the following: A. Wildeck cold -formed steel that meets the requirements of ASTM 1011, grade 50. Design is in accordance with AISC 'Specification for structural steel buildings -allowable stress design'. B. Structural steel as shown on drawings is in accordance with ASTM A36 or A992/572 Grade 50. Design is in accordance with AISC 'Specification for structural steel buildings -allowable stress design'. 2. Deck material shall be 1 1/2" 20 ga Type B steel, wide rib, meeting the requirements of ASTM - A1008. Design for roof deck is in accordance with AISI specifications for the design of cold -formed steel structural members. 3. Support columns shall be HSS 5 x 5 x 3/16 structural steel tubing meeting the requirements of ASTM A500, grade B, Fy - 46 ksi or as indicated on drawing. Design is in accordance with AISC specifications. 4. All bolts shall be in accordance with ASTM A325 or A307 at stairs and platforms. 5. All rails for handrail or guardrail at open ends of work platform and on stairways shall be 1 1/2" O.D. tubing. 6. Bridging shall be CRC 1 1/2" (16 ga.) galvanized steel. 7. All material shall be painted with one coat of Wildeck standard paint, see drawings for color. Roof deck underside is painted white, unless galvanized. 8. Column base plate floor anchors shall be Powers concrete anchors, size and type as indicated on drawing, or engineer approved equal. Owner shall advise Wildeck, Inc. of concrete floor thickness. Owner shall advise the installers of any embedded floor obstacles that may interfere with installation of the floor anchors. 9. Erection, if not included in contract, is the responsibility of the owner or dealer and shall be in accordance with manufacturer's specification. 10. Conformance with local codes is the responsibility of the owner. 11. The Wildeck system is designed for 125 PSF live load as specified. 12. Installation drawings and manuals shall be provided by Wildeck, Inc. IL MET CVS STORE 5151 FORT PIERCE FL Page 4 of 32 Disclaimers P.E. seal and calculations are for the verification of structural integrity only. Compliance with code as it relates to stairs and guardrail is not by Wildeck. �■ r CVS STORE 5151 FORT PIERCE FL Page 5 of 32 Uniform Live Load: Uniform Dead Load: Uniform Total Load 125 PSF 10 PSF 135 PSF • Check: 20 ga Type B roof deck see attached roof deck design data, page 17 Maximum joist spacing: 4.25 ft. Max point load = 1150 lbs fb (�)= 20,000 psi M wh (135 psf)(4.25 ft)2 (12) fb = — _ — = = 15,368 psi <= 20,000 psi 3 OK Sx 80 8 (0.238 m ) 0.203 P s (.203)(1150 lbs)(4.25 ft )(12) f S,(width panel) (0.238 in3)(3) = 16,675 psi <= 20,000 psi OK • Check Joist: 12C12 See attached Wildeck 12C12 properties, page 18 Mein = 15.55 k-ft 1= 11.33 ft S = 4.25 ft wlz (135 psf)(4.25 ft)(11.33 ft)2 M — 8 — 8 (1000) = 9.21 k-ft 9.21 k-ft <= 15.55 k-ft L/240 = 0.567 in 5w14 5 (125 psf)(4.25 ft)(] 1.33 ft)` (1728) 384EI — 384 (29,000,000 psi)(37.34 in`) = 0.18 in 0. 18 in <= 0.57 in I1-7-1-1 I C■] OK W12x14 Joist: Page 6 of 32 SB 2/BU/196-2/BU/198 2031/2 1 15 82 _ 121 1/2 15 C 203 1/2 15 at_ La 1 St. 2 Q. 2 W 12x14 A992-50 W 12x14 A992-50 SB 2/BU/196-2/BU1198 Static Summary W 12x14 Design Condition tf Design Value Design Capacity Units U.R. Status Axial Classification Unknown - - - Not required Flexural Classification I Compact - - - Shear Major 1 5.7 42.8 kip 0.134 Pass Flexure Major 1 9.2 10.0 kip ft 0.925 Deflection Dead 1 0.0 0.1 in 0.073 Pass Deflection Live 1 -0.1 0.1 in 0.916 Deflection Total 1 -0.1 0.1 in 0.660 Shear Force Diagram, First -order linear, Strength Factors Major Combination: 1 ASD2-D+L, Major5hearfor SB 21BU1196-21BU1198 Bending Moment Diagram, First -order linear, Strength Factors Major Combination: 1 ASD2-D+L, Major Moment for SB 21BU1196-21BU1198 Tekla Structural Designer, version: 17.1.5.98 CVS STORE 5151 FORT PIERCE FL Page 7 of 32 • Check Girder: 12C12 See attached Wildeck 12C12 properties, page 18 N1� = 15.55 k-ft 1= 11.96 ft S = 4.04 ft L—t�l M _ w812 (135 psf)(4.04 ft)(11.96 ft)2 = 9.75 k-ft 8 (1000) 9.75 k-ft <= 15.55 k-ft OK L/240 = 0.598 in Swl` 5 (125 psf)(4.04 ft)(11.96 ft) (1728) 384EI — 384 (29,000,000 psi)(37.34 in`) 0.21 in <= 0.60 in OK • Check Girder: 12C11 See attached Wildeck 12C11 properties, page 19 17.36 k-ft 1= 12.54 ft S = 6.29 ft k .4 w12 (135 psf)(6.29 ft)(12.54 ft)z M = 8 = 8 (1000) = 16.70 k-ft 16.70 k-ft <= 17.36 k-ft OK L/240 = 0.627 in 5wl` 5 (125 psf)(6.29 ft)(12.54 ft; (1728) 384EI — 384 (29,000,000 psi)(41.67 in`) 0.36 in <= 0.63 in OK — — CVS STORE 5151 FORT PIERCE FL Page 8 of 32 • Check Girder: W12x14 ml� = 40.98 k-ft 1= 12.54 ft S = 9.08 ft wh (135 psf)(9.08 ft)(12.54 ft)2 M= 8 = 8 (1000) = 24.11 k-ft 24.11 k-ft <= 40.98 k-ft L/240 = 0.627 in 5w1` 5 (125 psf)(9.08 ft)(12.54 ft) (1728) 384EI — 384 (29,000,000 psi)(88.60 in°) = 0.25 in MM 0.25 in <= 0.63 in OK �TM Page 9 of 32 CVS STORE 5151 FORT PIERCE FL Joist to Girder (JHA) 5" x 3" x 1/4" Angle x 8 1/2" Long • CHECK: 1/2" diameter bolt, joist to angle, single shear, A-325 P = (135 psf)(4.25 ft) 11.33 ft = 3.25k (2)1000 Single Shear (r, ) = 4.09 kips for 1/2" diameter A-325 bolt P = (3)(4.09k) = 12.27k per connection • CHECK: 1/2" diameter bolt, angle to girder, single shear, eccentric load P� _ (2.00)(4.09k) = 8.18 k per connection • CHECK: 1/4" angle for bending M = Pa = (P)(3.688 in) S bd6 z (0.250 in)(8.500 in)Z = 3.010 in' fb = S = 20,000 = 3.010 in' P� = 16.328k per angle • CHECK: Edge distance on joist (ASD Table 1-F) For f = 50 ksi F = 65 ksi Pam= (40.60)(3)(0.105) = 12.79 k per connection • CHECK: Edge distance on angle (ASD Table 1-F) For f = 36 ksi F = 58 ksi r Pl (36.300)(3)(0.250) = 27.22k per connection • CHECK: web tear-out/block shear (ASD Table 1-G) P,,,= (C,+Cz) (Fo)(t) C, = 1.0; C2= 1.0 conservatively P,al _ (2)(58 ksi)(0.250 in) = 29.00k P1, _ (2)(65 ksi)(0.105 in) = 13.65k • CHECK: Shear 1/4" angle: P� _ ((8.500 in - (3)(0.563 in))(0.250 in)(0.3)(58 ksi) = 29.63k Joist: 12C12 Py = ((8.500 in - (3)(0.563 in))(0.105 in)(0.3)(65 ksi) = 13.95k Page 1() of 32 CVS STORE 5151 FORT PIERCE FL Joist to Girder L5 x 3 x 3/8 Angle x 8 1/2" Long • CHECK: 3/4" diameter bolt, joist to angle, single shear, A-325 P = (135 psf)(8.46 ft) 12.54 ft = 7 16k (2)1000 Single Shear (r, ) = 9.30 kips for 3/4" diameter A-325 bolt P = (3)(9.30k) = 27.90k per connection • CHECK: 3/4" diameter bolt, angle to girder, single shear, eccentric load Py� _ (2.00)(9.30k) = 18.60 k per connection • CHECK: 3/8" angle for bending M = Pa = (P)(3.875 in) bd 2 (0.375 in)(8.500 in)2 S= 6 = 6=4.516in3 fb = S 20,000 = 4.5165in3 Pz = 23.306k per angle • CHECK: Edge distance on joist (ASD Table 1-F) For f = 50 ksi F = 65 ksi r " p ,= (40.60)(3)(0.200) = 24.36 k per connection • CHECK: Edge distance on angle (ASD Table 1-F) Forf = 36 ksi F = 58 ksi r Pam= (36.300)(3)(0.375) = 40.84k per connection • CHECK: web tear-out/block shear (ASD Table 1-G) P,,,= (C,+Cz) ffu)(t) C, = 1.0; Cz= 1.0 conservatively P, _ (2)(58 ksi)(0.375 in) = 43.50k P,r = (2)(65 ksi)(0.200 in) = 26.00k • CHECK: Shear 3/8" angle: P� _ ((8.500 in - (3)(0.813 in))(0.375 in)(0.3)(58 ksi) = 39.56k Joist: W12x14 Py, _ ((8.500 in - (3)(0.813 in))(0.200 in)(0.3)(65 ksi) = 23.64k �L ■ CVS STORE 5151 FORT PIERCE FL Page 11 32 General Column Information • Normal operation loaded (see pages 12 and 13 for calculations) Column Size: 5 x 5 x 3/16 column tube Vertical Load (P) = 10,787 lbs Horizontal Load( fh) = 200 lbs Height: 106.00 in Clear Height: 91.88 in • Normal operation unloaded (see page 14 for calculations) Column Size: 5 x 5 x 3/16 column tube Vertical Load (P) = 799 lbs Horizontal Load ( fh) = 8 lbs Height: 106.00 in Clear Height: 91.88 in Seismic operation loaded (see pages 15 and 16 for calculations) Column Size: 5 x 5 x 3/16 column tube Vertical Load (P) = 8,789 lbs Seismic Horizontal Load: fh = 0.2449 (0.06)( fh = 49lbs Height: 106.00 in Clear Height: 91.88 in 9988 lbs n +799 lbs) = 49 lbs fb DZCg, CVS STORE 5151 FORT PIERCE FL Page 12 of 32 Check Column: Normal operation loaded Wildeck Inc. column program calculates the A.I.S.C. unity factor using Chapter H, formulas H-1, H-2, or H-3. See pages 5-135, table C-C2.1 of A.I.S.C. manual, Ninth Edition. Column 5 x 5 x 3/16 Column Tube Yield Stress of Steel F 46 ksi Area y A 3.28 in Section Modulus S 5.03 in Radius of Gyration r 1.96 in Moment of Inertia I 12.6 in Load Data Vertical Column Load P 10.7870 K Horizontal Column Load f .2000 K H Total Column Height H 106 in Column Clear Height L 91.875 in Normal Operation Value of C 111.5540 K Factor 2.1 KI/r 98.4375 Allowable axial stress Fa 14.6942 ksi Actual axial stress fa 3.2887 ksi Allowable bending stress Fb 27.6 ksi Actual bending stress fb 4.2147 ksi F e' 15.4110 ksi Deflection at top of column .0924 in Force axial actual/allowable .2238 Force bending actual/allowable .1650 Calculated AISC unity factor .3888 AISC unity of 1.0 is not exceeded, column is OK. ,TM CVS STORE 5151 FORT PIERCE FL Page 13 of 32 Check anchor tension on base plates: Normal operation loaded • CHECK: Anchor tension P = 10,787 lbs f = 2001bs. b Mh f H = (200 lbs)(106.000 in) = 21,200 in-lbs (2T)(10.75 in) + (5.75 in)(10,787 lbs) - (21,200 in-lbs) = 0 T = 0 lbs No net tension • CHECK: 1/2" Diameter Anchor (see attached ICBO report # 2818 and anchor calculation sheet for allowable anchor tension) 0lbs <= 1,234 lbs • CHECK: Baseplate bending due to net overturn Base Plate Size: 12" x 12" x .75" M = M - P (e) = (21,200 in-lbs) - (10,787 lbs)(2.50 in) = 0 in-lbs d." , ore S (12.00)(0.75)2 = 6 1.125 in' fb = 0.75 fy = 27,000 psi M(.I)= fbSx = 30,375 in-lbs 0 in-lbs <= 30,375 in-lbs • CHECK: Baseplate for bearing P = 10,787 lbs. f�= A — (12.00 in)(12.00 in) = 0.075 ksi n = 3.50 in f 0.075 ksi tp = 2n f° = 2 (3.5 in) 27 ksi = 0.369 in <= 0.750 in b 3/4" 1 OK No net overturn M Wi g, DUg-TM CVS STORE 5151 FORT PIERCE FL Page 14 of 32 Check anchor tension and base plates: Normal operation unloaded • CHECK: Anchor tension P = 799 lbs f = 8 lbs. h Mh= f h H = (8 lbs)(106.000 in) = 848 in-lbs (2T)(10.75 in) + (5.75 in)(799 lbs) - (848 in-lbs) = 0 T = 0 lbs No net tension • CHECK: 1/2" Diameter Anchor (see attached ICBO report # 2818 and anchor calculation sheet for allowable anchor tension) 0 lbs <= 1,234 lbs • CHECK: Baseplate bending due to net overturn Base Plate Size: 12" x 12" x .75" M., = Mh- P (e) = (848 in-lbs) - (799 lbs)(2.50 in) = 0 in-lbs dvew overture S _ (12.00)(0.75)2 = 1.125 in' x 6 fb = 0.75 fy = 27,000 psi M('I)= fbSx = 30,375 in-lbs -1,150 in-lbs <= 30,375 in-lbs 3/4" 1 OK No net overturn M g� 0ZCff CVS STORE 5151 FORT PIERCE FL Page 15 of 32 Check Column: Seismic Operation Wildeck Inc. column program calculates the A.I.S.C. unity factor using Chapter H, formulas H-1, H-2, or H-3. See pages 5-135, table C-C2.1 of A.I.S.C. manual, Ninth Edition. Data 5 x 5 x 3/16 Column Tube Yield Stress of Steel F 46 ksi r Area A 3.28 in Section Modulus S 5.03 in Radius of Gyration r 1.96 in Moment of Inertia I 12.6 in Load Data Vertical Column Load Horizontal Column Load Total Column Height Column Clear Height Seismic Operation P f H H L 8.789 0.049 106 91.875 - K K in in Value of C 111.5540 K Factor 2.1 Kl/r 98.4375 Allowable axial stress Fa 14.6942 ksi Actual axial stress fa 2.68 ksi Allowable bending stress Fb 27.6 ksi Actual bending stress fb 1.034 ksi F. 15.4110 ksi Deflection at top of column .0227 in Force axial actual/allowable .1824 Force bending actual/allowable .0386 Calculated AISC unity factor .2209 RISC unity of 1.33 is not exceeded, column is OK &MEM CVS STORE 5151 FORT PIERCE FL Page 16 of 32 Check anchor tension and base plates: Seismic operation • CHECK: Anchor tension P = 8,789 lbs f = 491bs. h Mh fhH = (49 lbs)(106.000 in) = 5,194 in-lbs (2T)(10.75 in) + (5.75 in)(8,789 lbs) - (5,194 in-lbs) = 0 T = 0 lbs Note: No net tension • CHECK: 1/2" Diameter Anchor (see attached ICBO report # 2818 and anchor calculation sheet for allowable anchor tension) 0 lbs <= 428 lbs • CHECK: Baseplate bending due to net overturn Base Plate Size: 12" x 12" x .75" M = Mh- P (e) = (5,194 in-lbs) - (8,789 lbs)(2.50 in) = 0 in-lbs etm .Ve =, S (12.00)(0.75)2 = 1.125in' x 6 fb = 0.75 (1.333) fy = 36,000 psi M = fbSx = 40,500 in-lbs 0 in-lbs <= 40,500 in-lbs • CHECK: Baseplate forbearing P = 8,7891bs. f _ PP 8.79 k = 0.061 ksi (12.00 in)(12.00 in) n = 3.50 in � �f 0.061 ksi tp = 2n V i = 2 (3.5 in 2 000 MO = 0.333 in <= 0.750 in b 3/4" 1 OK No net overturn M OK Pi�RMMUM�� CVS STORE 5151 FORT PIERCE FL Page 17 0f 32 y I design 1 Sp Sn weight -pst �(� thickness In:dft. In.;dtt. In.lfL yaiv. ptd. 22 .0295 :164 i192 ;198 1.81 i.?3 20 .0368 .212. .243 .255 2.i6 2:08 18 .0474 .Sw .3"si .341 2.85 2.77 • i � o spans(ft.) number of spans_ type 3S 1 q 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 22 207 168 125 101 84, 70. ''m 52 CS 40 35i ?31 28 25 one 20 262 201 1,58 728 106 89 76 66157 50 -44 40 W 32 18 " 273 216 175 144, 121 103 885 1 78 65 W bII 48 44 22 213163129 105 86 73 62 5.3 46 41 36 32 29 26 two 20 276210166136 iti 93 80 69 60 53 47 42 37 34 18 38 281 222 1&314J 125 107 92 80 70 62 66 SG 45 22 267 204 161 131 103 91 77 67- 581 :51 4b 40 �-26 33 three 20 343 25'� 208 1&i 139 a7 100 86 75 fo 58 5^' 47 42 18 dW 352 278 225 186 1.��i 133 t b 100 '88 78 70 62 56' 1. r-m maximurn spans 'for4congtfuctiofi mainterlAnceJoad for •dOok tlesiyn 7h�a 20r,1a 18ya onespan b'6" 6'3' ?'6" Mro or nroie spans 6'6° T� 8'10" max reeomnxntlatl 1'11" 2'4" 2'1U' canlilererspans factory .rem m -r spansfor 22ya 60' 20ya 6'5" •. 1�a 75" -�vida rib m• t$ DzUTM CVS STORE 5151 FORT PIERCE FL Page 18 of 32 Wildeck 12C12 EWF Properties Material is Cold -Formed Steel meeting ASTM A1011. Grade 50 2Yz" 1 1.54" 0.105" thickness R; = 0.125" 1L, = 0.1775- & = 0.230" 2.04" Figure B: Section Enlarged Radius YZ = 5.77 + 0.637 x 0.1775 = 5.883" Y4=6-0.125 -0.105-0.385=5385" L Y LY= I, (D Web 11.45" 0 0 13.447 © Radius 4 x 1.57 x 0.20 = 1.256" 5.883" 38.59 0 ® Flw2c 1.95 x 2 = 3.9" 5.9475" 14432 0 ® Stiff 0.725 x 2 = 1.45" 5.385" 44.65 0.01 227.57 I = 0.105 x 227.57 + 13.45 = 37.34 in4 S = UC = 37.34/6 = 6.22 in Fn = 0.6 F,. = 0.6 x 50,000 = 30,000 psi MR = 0.22 x 30,000 = 186,600 lb -in = 15.55 k-ft r .J CVS STORE 5151 FORT PIERCE FL Page 19 of 32 Wildeck 12C11 EWF Properties Material is Cold -Formed Steel meeting ASTM A1011. Grade 50 2'/z" L 0.1 18" thickness 1 R; = 0.125" 11.514' R, = 0.184" R,, = 0.243" 2.014" Figure B: Section Enlarged Radius Y2 = 5.757 + 0.637 x 0.184 = 5.874" Y4 = 6 - 0.243 - 0.757/2 = 5.378" Y LYZ IC O Web 11.514" 0 0 15.01 ® Radius 4 x 1.57 x 0.182 = 1.155" 5.874" 39.85 0 G rlange 2.014 x 2 = 4.028" 5.941" 142.17 0 G Stiff 0.757 x 2 = 1.514" 5.378" 43.79 0.01 225.81 I=0.118x225.81+15.02=41.67in' S = I/C = 41.67/6 = 6.94 in' Fb = 0.6 F,. = 0.6 x 50,000 = 30,000 psi Mit = 6.94 x 30,000 = 208,328 I -in = 17.36 k-ft Page 20 of 32 ICC-ES Evaluation Report ESR-2818 Reissued December 2017 This report is subject to renewal December 2018. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.dewalt.com anchorsodewaIt.com ADDITIONAL LISTEES: POWERS FASTENERS 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800)524-3244 www.powers.com engineeringi ftowers.com COOPER B-LINE 509 WEST MONROE STREET HIGHLAND, ILLINOIS 62249 bli neus(&coop eri nd ustries.co m THE HILLMAN GROUP 10590 HAMILTON AVENUE CINCINNATI, OHIO 45231 i nfo fth i Iimana rou p.c om EVALUATION SUBJECT POWERSTUD®+ SDI EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE (DEWALTI POWERS) 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012 and 2009 International Building Code (IBC) 2015, 2012 and 2009 International Residential Code (IRC) For evaluation for compliance with the National Building Code of Canada (NBCC), see listing report ELC-2818. For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-2818 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Power -Stud+ SD1 expansion anchors are used as anchorage in cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, f s, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) to resist static, wind and seismic tension and shear loads. The 3/8-inch- and'/2-inch-diameter (9.5 mm and 12.7 mm) anchors may be installed in the topside of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a specified compressive strength, fs, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The 3/s-inch- to 3/4-inch-diameter (9.5 mm to 19.1 mm) anchors may be installed in the soffit of cracked and uncracked ('i4-inch (6.4 mm) uncracked only] normal -weight or sand -lightweight concrete -filled steel deck having a minimum specified compressive strength, f s, of 3,000 psi (20.7 MPa). The anchors comply with Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchors are alternatives to cast -in -place anchors described in Section 1908 of the 2012 IBC and Section 1911 of the 2009 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301-.1.3 of the IRC. Installation instructions and information are set forth in Section 4.3, Table 1 and Figures A,1 3, 4, 5A and 58. 3.0 DESCRIPTION 3.1 Power-Stud+SD1: Power -Stud+ SD1 expansion anchors are torque - controlled, mechanical expansion anchors comprised of an anchor body, expansion wedge (clip), washer and hex nut. Product names corresponding to report holder and additional listees are presented in the following table. COMPANY NAME PRODUCTNAME DEWALT Power-Stud+Sol Powers Fasteners Power -Stud+ SD1 Cooper B-Line B-Line Power -Stud+ SD1 The Hillman Group Hillman Power -Stud+ Sol Available diameters are '14 inch, 3/8 inch, '/Z inch, s/a inch, 3/4 inch, 7/8 inch, 1 inch, and 1'/4 inch (6.4 mm, 9.5 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed Egg /� as an endorsement of the .subject of the report or a recammendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as G_—G-S'y_ t� to anyfinding or other matter in this report, or os to any produce covered by the report uum,sr Copyright 0 2017 [CC Evaluation Service, LLC.. All rights reserved. ESR-2818 I Most Widely Accepted and Trusted Page21 of32 mm, 12.7 mm, 15.9 mm, 19.1 mm, 22.0 mm, 25.4 mm and 31.8 mm). The anchor body and expansion clip are manufactured from medium carbon steel complying with requirements set forth in the approved quality documentation, and have minimum 0.0002-inch-thick (5 pm) zinc plating in accordance with ASTM B633, SC1, Type III. The washers comply with ASTM F844. The hex nuts comply with ASTM A563, Grade A. The Power -Stud+ SD1 expansion anchor is illustrated in Figure 2. The anchor body is comprised of a high -strength threaded rod at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three -section expansion clip that freely moves around the mandrel. The expansion clip movement is restrained by the mandrel taper and by a collar. The anchors are installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor on the threaded end of the anchor body, the mandrel at the opposite end of the anchor is drawn into the expansion clip, forcing it outward into the sides of the predrilled hole in the base material. 3.2 Concrete: Normal -weight and lightweight concrete must comply with Sections 1903 and 1905 of the IBC as applicable. 3.3 Steel Deck Panels: Steel deck panels must comply with the configuration in Figure 4, Figure 5A and Figure 5B and have a minimum base steel thickness of 0.035 inch (0.889 mm) [No. 20 gage]. Steel must comply with ASTM A653/A653M SS Grade 33, and have a minimum yield strength of 33 ksi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC, as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC, as well as Section R301,1.3 of the 2009 IRC, must be determined in accordance with ACI 318-08 Appendix D and this report. Design examples according to the 2015 IBC and 2012 IBC are given in Figure 6 of this report. Design parameters provided in Tables 1, 2, and 3 and references to ACI 318 are based on the 2015 IBC (ACI 318-14) and on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D:4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, 0, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and ACI 318-14 Section 5.3 or ACI 318-11, Section 9.2, as applicable. Strength. reduction factors, 0, described in ACI 318-11 D.4.4, must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. Strength reduction factors, 0, corresponding to ductile steel elements are appropriate. 4.1.2 Requirements for Static Steel Strength in Tension, Ns,: The nominal static steel strength of a single anchor in tension, Ns,, calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is given in Table 2 of this report. Strength reduction factors, 0, corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Non or Ncbg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, &b and Nchw, respectively must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, No, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of her and ku as given in Table 2 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of kv,c, as given in Table 2 and with WIN = 1.0. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 5B, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, NAn: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concrete, NA,cr and NA,, ,, respectively, is given in Table 2. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, Wc,P = 1.0 for all design cases. The nominal pullout strength in cracked concrete may be adjusted by calculations according to Eq-1: l05 NPn,f� - NP,u (2 soo/ (lb, psi) (Eq-1) r l NPn,fi-NP,cr 0 .5 \n2/ (N,MPa) where f c is the specified concrete compressive strength. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension can be adjusted by calculations according to Eq-2: fi 0.5 NP , - NP,uncr (—) (lb, psi) (Eq 2) n 2,500 f; }0.5 NPn.fc-NRnncr(i7.2) (N.MPa) where fc is the specified concrete compressive strength. Where values for NA.cr or NP,,,,w are not provided in Table 2 of this report, the pullout strength in tension need not be evaluated. The nominal pullout strength in tension for anchors installed in the soffit of sand -lightweight or normal weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 56, is provided in Table 2. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value of NAdeck,cr must be substituted for NA,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked ESR-2818 I Most WidelvAccepted and Trusted Page 22 of 32 concrete must be calculated according to Eq-2, whereby the value of Npdeck,uncr must be substituted for Np,,,�W and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. 4.1.5 Requirements for Static Steel Strength in Shear, Vs,: The nominal steel strength in shear, Vse, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29. The strength reduction factor,O, corresponding to a ductile steel element must be used for all anchors, as described in Table 3 of this report. The shear strength Vse,deck of anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figure 5A and Figure 513, is given in Table 3 of this report in lieu of the values derived by calculation from ACI 318-14 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vm or Vmy: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcn or Vcy, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, Vn, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of to and de given in Table 3 of this report. For anchors installed in the topside of concrete -filled steel deck assemblies, the nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcn or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2.1 or ACI 318-11 D.6.2.1, as applicable, using the actual member topping thickness, hmin,deck, in the determination of Avc. Minimum member topping thickness for anchors in the topside of concrete -filled steel deck assemblies is given in Table 1 of this report. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 513, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, is not required. , 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or V,,g: The nominal concrete pryout strength of a single anchor or group of anchors in shear, Vcp or Vc., respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in Table 3 and the value of Nob or Ncbg as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 56, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic loads, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 172.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 must be omitted. Modifications to ACI 318-08, D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC. The anchors comply with ACI 318-14 2.3 or ACI 318 (-11, -08) D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; as applicable. Strength reduction factors,O, are given in Tables 2 and 3 of this report. The 1/4-inch-diameter (6.4 mm) anchors must be limited to installation in structures assigned to IBC Seismic Design Categories A and B only. The 3/8-inch-diameter (9.5 mm), '/s-inch-diameter (12.7 mm), s/e-inch-diameter (15.9 mm), 3/4-inch-diameter (19.1 mm), r/B-inch-diameter (22.2 mm), 1-inch-diameter (25.4 mm) and 1'/4-inch-diameter (31.8 mm) anchors may be installed in structures assigned to IBC Seismic Design Categories A to F. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate value for pullout strength in tension for seismic loads, Np,eq, described in Table 2 must be used in lieu of Np. Np,eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report. For anchors installed in the soffit of sarid-lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, the nominal pullout strength in tension for seismic loads, Np,deck,eq, is provided in Table 2 and must be used in lieu of Np,cr. Np,deck.eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report where the value of 3,000 psi (20.7 MPa) must be substituted for thevalue of 2,500 psi (17.2 MPa) in the denominator. Where values for Np,eq or Np,deckeq, are not provided in Table 2 of this report, the pullout strength in tension for seismic loads does not govern and need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and concrete pryout strength for anchors in shear must be calculated according to ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength in shear for seismic loads, Vse,eq, described in Table 3 must be used in lieu of Vice. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 5A and Figure 5B, the appropriate value for nominal steel strength in shear for seismic loads, Vse,deckeq, described in Table 3 must be used in lieu of Vse. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: Anchors or groups of anchors that are subject to the effects of combined axial (tensile) and shear forces must be designed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Critical Edge Distance: In applications where c < cec and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by ESR-2818 I Most Widely Accepted and Trusted Page 23 of 32 the factor qj p,N given by Eq-3: E 3 ) 'PcP.N=P — ( q- Pac where the factor IPIP,N need not be taken as less than 1'5h8f. For all other cases, (P PN = 1.0. In lieu of using ACI Pac 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of cac must comply with Table 1 of this report. 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3' or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of cmm and smla must comply with Table 1. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, hmin or hmla,deck, must comply with Table 1. Additional combinations of minimum member thickness, hmin, and spacing, smfa, may be derived by linear interpolation between the given boundary values. For anchors installed in the topside of concrete -filled steel deck assemblies, the anchors must be installed in accordance with Table 1 and Figure 4 of this report. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 5A and Figure 5B and must have an axial spacing along the flute equal to the greater of 3her or 1.5 times the flute width. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor A. equal to 0.8A is applied to all values of f� affecting N. and V„ For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version of ACI 318, For anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Where design values for use with allowable stress design (working stress design) load combinations in accordance with Section 1605.3 of the IBC are required these are calculated using Eq-4 and Eq-5 as follows: N TalmwaEle,ASD = a (Eq-4) v Vallowable,ASD = Pa (Eq-5) where: Tanowable,ASD = Allowable tension load (Ibf or kN) Vanoreble,ASD = Allowable shear load (Ibf or kN) �N„ = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (Ibf or N). ov„ = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (Ibf or N). Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over -strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes is shown in Table 4 and Figures 7, 8 and 9. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11 and, -08) D.7 as follows: For shear loads VapPlied G 0.2Va0 wable,ASD, the full allowable load in tension shall be permitted. For tension loads TePPred 5 0.2Tano able,ASD, the full allowable load in shear shall be permitted. For all other cases Eq-6 applies: TrzPPUEd + VVplied :� 1.2 (Eq-6) Tallowable/.SD VallowableASD 4.3 Installation: Installation parameters are provided in Table 1 and Figures A,1, 3, 4, 5A and 5B of this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Power -Stud+ SD1 expansion anchors must be installed in accordance with the manufacturer's published installation instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI 3212.15-1994. The nominal drill bit diameter must be equal to that of the anchor. The minimum drilled hole depth is given in Table 1, Figure 4, Figure 5A and Figure 5B. Prior to anchor installation, remove dust and debris from the hole during drilling (e.g. dust extractor, hollow bit) or following drilling (e.g. suction, forced air) to extract loose particles created by drilling (see Figures 3 and A) . The anchor must be hammered into the predrilled hole until the proper nominal embedment depth is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the topside of concrete -filled steel deck assemblies, installations must comply with Figure 4. For installation in the soffit of concrete on steel deck assemblies the hole diameter in the steel deck must be no more than I/s-inch (3.2 mm) larger than the diameter of the hole in the concrete. Member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies must comply with Figure 5A and Figure 5B. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill bit type, hole dimensions, hole cleaning procedure, concrete member thickness, anchor embedment, anchor spacing, edge distances, tightening torque and adherence to the manufacturer's printed installation instructions. The special inspector must be ESR-2818 1 Most Widely Accepted and Trusted Page 24 of 32 present as often as required in accordance with the ..statement of special inspection". 5.0 CONDITIONS OF USE The Power -Stud+ SD1 expansion anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 The '/4-inch (6.4 mm) anchors must be installed in uncracked normal -weight or lightweight concrete, 3/9-inch to 1'/4-inch anchors (9.5 mm to 31.8 mm) must be installed in cracked or uncracked normal -weight or lightweight concrete having a specified compressive strength, f ,, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.4 The 3/8-inch and 1 /2-inch (9.5 mm to 12.7 mm) anchors must be installed in the topside of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a specified compressive strength, f'�, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.5 The 3/8-inch. to 3/4-inch anchors (9.5 mm and 19.1 mm) must be installed in the soffit of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a minimum specified compressive strength, f l�, of 3,ODO psi (20.7 MPa). 5.6 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.7 The values of f'c used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.8 Strength design values must be established in accordance with Section 4.1 of this report. 5.9 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.10 Anchor spacing(s) and edge distance(s), as well as minimum member thickness, must comply with Table 1, Figure 4, Figure 5A and Figure 5B of this report, unless otherwise noted. 5.11 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.12 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 6.13 Anchors [except 1/4-inch-diameter (6.4 mm)] may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fr > fr), subject to the conditions of this report. 5.14 The'/4-inch-diameter (6.4 mm) anchors may be used to resist short-term loading due to wind forces, and for seismic load combinations limited to structures assigned to Seismic Design Categories A and B, under the IBC, subject to the conditions of this report. The 3/8-inch- to 11/4-inch-diameter (9.5 mm to 31.8 mm) anchors may be used to resist short-term loading due to wind or seismic forces in structures assigned to Seismic Design Categories A through F, under the IBC, subject to the conditions of this report. 5.15 Where not otherwise prohibited in the code, Power -Stud+ SD1 expansion anchors are permitted for use with fire -resistance -rated construction provided that at least one of the following conditions is fulfilled: ■ The anchors are used to resist wind or seismic farces only. ■ Anchors that support a fire -resistance -rated envelope or a fire -resistance -rated membrane are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. ■ Anchors are used to support nonstructural elements. 5.16 Use of carbon steel anchors is limited to dry, interior locations. 5.17 Special inspection must be provided in accordance with Section 4.4 of this report. 5.18 Anchors are manufactured under an approved quality -control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.2-07 / ACI 355.2-04, for use in cracked and uncracked concrete, including optional service -condition Test 18 and Test 19 (AC193, Annex 1, Table 4.2) for seismic tension and shear, and quality control documentation. 7.0 IDENTIFICATION The Power -Stud+ SD1 expansion anchors are identified by dimensional characteristics and packaging. A length letter code is stamped on each anchor on the exposed threaded stud end which is visible after installation. Table A summarizes the length code identification system. A plus sign "+" is also marked with the number "1" on all anchors with the exception of the '/4-inch-diameter (6.4 mm) anchors. Packages are identified with the product name, type and size, the company name as set forth in Section 3.1 of this report, and the evaluation report number (ESR-2818). ESR-2818 I Most Widely Accepted and Trusted Page 25 Of 32 TABLE 1—POWER-STUD+SDI ANCHOR INSTALLATION SPECIFICATIONS IN CONCRETE' Nominal Anchor Diameter Anchor Property/Setting Notation Units /^ /a ' h s 3 /4 /a 7 ' 1l4 Information inch inch inch c inch inch inch inch inch Anchor diameter de in. 0.250 0.375 0,500 0.625 0.750 0.875 1.000 1.250 (mm) (6.4) (9.5) (12.7) (15.9) (19A) (22.2) (25.4) (31.8) Minimum diameter of hole clearance d ^ in. 5/Is 7/,s B/ifi 11/rs t3/hs 1 11/s 131, in fixture (mm) (7.5) (11.1) (14.3) (17.5) (20.6) (25A) (28.6) (34.9) '/a 1/, '/3 7/8 1 P/,, Nominal drill bit diameter 44 in. ANSI ANSI ANSI ANSI ANSI ANSI ANSI ANSI in. 11/, 23/, 2'/2 33/4 33/, 4% 4 53/s 4'/z 5'/2 6'/2 Nominal embedment depth h„,,, (mm) (44) (60) (64) (95) (86) (117) (102) (143) (114) (140) (165) Effective embedment depth he in. 150 2.00 2,00 3.25 2.75 4.00 3.126 4.75 3.50 4 375 5.375 (mm) (38) (51) (51) (83) (70) (102) (79) (114) (89) (111) (137) in. 17/s 21/2 2% 4 3'/< 5 41/< 5,is 47/" 57/0 7'/4 Minimum hole depth h.mm (4B) (64) (70) (102) (95) (127) (108) (149) (124) (149) (184) in. 21/4 3 33/4 4'/2 4'/z 6 5'/2 7 8 9 9 Minimum overall anchorlength2 fe,n, mm (57) (76) (95) (1 t4) (t 14) (t 52) (140) (178) (203) (229) (229) Installation torque" Th. ft-Ibf. 4 20 40 80 110 175 225 375 (N-m) (5) (27) (54) (108) (149) (237) (305) (506) Torque wrench/socket size - in. 7/rs slis 3/4 R/rs 1'/, 1s/,, 1'/2 171, Nut height - in. 7132 Z /64 7/16 35/fi0 1,44 3/< 56/6< 11/,s Anchors Installed in Concrete in. 3'/4 33/4 4 4 6 6 7 6 10 10 10 12 Minimum member thickness h„„ (mm) (83) (95) (102) (102) (152) (152) (178) (152) (254) (254) (254) (305) in, 1% 6 23/4 2'14 6 3'/< 4 23/4 6 512 4'/4 5 6 7 B 8 Minimum edge distance c,y„ (mm) (44) (152) (70) (57) (152) (95) (102) (70) (152) (140) (108) (127) (152) (178) (203) (203) in. 2'/4 3'/2 9 33/4 4'/2 10 5 6 6 11 4'/4 6 6% 01, 8 8 Minimum spacing distance s„„ (mm) (57) (89) (229) (95j (114) (254) (127) (152) (152) (270) (108) (152) (165) (165) (203) (203) Critical edge distance in. 3112 02 8 8 6 10 11 16 11% 12 20 (uncracked concrete only) cs (mm) (89) (165) (203) (203) (152) (254) (278) (406) (292) (305) (508) Anchors Installed in the Topside of Concrete -filled Steel Deck Assemblies''" in, Minimum membertopping thickness h,,,,,dem (mm) (83)3'/4 (83) (83) (83) m n n m ro (83) B in. 13/4 231, 4'/2 Minimum edge distance c„m.eobp (mm) (7D) (714) 2 m 'o w m o o 'o m 'o m `o m (44) in. 2'/4 4 6'/2 Minimum spacing distance smm.dec0i,y (mm) (102) (165) rn m rn rn N w (57) Critical edge distance in. 311, 61/2 6 (uncracked concrete only) ceGd"cltop (mm) (765) (752) (89) Anchors Installed Through the Soffit of Steel Deck Assemblies into Concrete' Minimum member topping thickness h,mnd x in. 3'/4 3'/4 3'/4 3,/4 (see detail in Figure 5A 9 ) (mm) (83) (83) (83) (83) a m Minimum edge distance, lowerflute in. (see detail in Figure SA) gmo, (mm) (32) (32) (32) (32) ¢ Z ¢ z Q z Minimum axial spacing distance In. 63/4 63/< 9'/4 8'/4 72 93/e 14'/4 along flute (see detail in Figure 5A) sn,n (mm) oL (771) (171) (248) (270) (305) (238) (362) Minimum member topping thickness hmnd4rx in. 2'/4 2'/4 (see detail in Figure 53) (mm) G z (57) (57) m m o m m m m m ♦ $ Minimum edge tlistance, lowerflute in. '14 3/< (see detail in Figure 5B) o11O1 (mm) (19) n n a n in. 6 6 9"/4 Minimum axial spacing distance s'nAi z along flute (see detail in Figure 5B) (mm) (t52) (152) (248) For SI: 1 inch = 25 4 him, 1 ff-Ibf = 1.356 Won. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-1 t Appendix D, as applicable. 'The listed minimum overall anchor length is based on anchors izes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth, nut height and washer thickness, and consideration of a possible fixture aHach ment, 'The'/4-inch-diameter (6.4 mm) anchors maybe installed in the topside of uncracked concrete -filled steel deck assemblies where concrete thickness above the upper flute meets the minimum member thicknesses specified in this table. The 3/s-inch (9.5 ni through 1'/<-inch-diameter (31.8 mm) anchors maybe installed in the topside of cracked and uncracked concrete -filled steel deck assemblies where concrete thickness above the upper flute meets the minimum member thicknesses specified in this table undar Anchors Installed in Concrete Construction. 4For installations in the topside of concrete -filled steel deck assemblies, seethe installation detail in Figure 4. 'For installations through the soffit of steel deck assemblies into concrete, see the installation details in Figures 5A and 5B. In accordance with the figures, anchors shall have an axial spacing along the flute equal to the greater of Sher or 1.5 times the flute width. "For installation of "/s-inch-diameter anchors through the soffit of the steel deck into concrete, the installation torque is 50 ft.-Ibf. For installation of 3/4-inch-diameter anchors through the soffit of the steel deck into concrete, installation torque is 80 RAM. ESR-2818 I Most Widely Accepted and Trusted Page 26 of 32 FIGURE 1—POWER-STUD+ SDI ANCHOR DETAIL Before (Left Picture) and After (Right Picture) Application of Installation Torque Cuter I I L Hex Nut Expansion ' Wedge (Clip) UNC L Washer Threaded Mandrel Stud FIGURE 2—POWER-STUD+ SDI ANCHOR ASSEMBLY e» A 1.) Using the proper unit b8 size, 2.) Remove dust and debris from 3.) Position the washeran the anchor a. drill a hole into the base material the hole during drilling (e.g. dust thread on the nut. If installing through a to the required depth. The extractor, hollow bit) or following fixture, drive the anchor through the tolerances of the drill bit used drilling (e.g. suction, forced air) to fixture into the hole. Be sure the anchor should meet the requirements of extract loose particles created by driven to the minimum required ANSI Standard 8212. 16, drilling. embedment depth, haam, 3 n I,) Tighten the anchor with a torque wrench by applying the required istallation torque, Tmsr. See Tablet. Vote: The threaded stud draws up during he tightening of the nut, the expansion :lip (wedge) remains in original position. FIGURE 3—POWER-STUD+SDI INSTALLATION INSTRUCTIONS Tad -;:; ArrnssvTies mdSM1inude ,;; . -. ••pa XEPADsd E, Rkam Y _ ..- ' axiwNobeR068 . aroma'. a n�m; w 96s.auspah' ea I1.7 4rv� . S 'Y1. +�• —+�"C'Cf"Cime b 6vM iVS:n Ve[fin4 4 1 LIca 4 Ftra N14Lm0.9 fi: -.. , fi f �R}'YT��a�•. 1� 8T♦16 t yy�� £S �� } P6F� c 8r 4•ir"r &A4mq The DEWALT drilling systems shown collect and remove dust with a HEPA dust extractor during the hole drilling operation in dry base materials using hammer -drills (see manufacturers published installation instructions). FIGURE A —EXAMPLES OF DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION TABLE A —POWER -STUD+ SDI ANCHOR LENGTH CODE IDENTIFICATION SYSTEM Length ID marking on A B C D E F G H 1 J K L M N O P Q R S T threaded stud head Overall anchor From 1'/i 2 2'/a 3 3'/i 4 4'/2 5 5'/z 6 61/z 7 7112 8 11/s 9 91/' 10 11 12 length, f—h, Up to but 2 2'/z 3 3'!z 4 4'/i 5 5'/2 6 6'/z 7 7'/i 8 8'/z 9 9'/2 10 11 12 13 (inches) notincluding For SI: 1 inch = 25.4 mm. ESR-2818 ) Most Widely Accepted and Trusted Page 27 of 32 a n STRUCTURAL SAND{IG HIWEIGHT CONCRETE OR NORMAL -WEIGHT CONCRETE OVER STEEL DECK(NNIMUM2,500 PSI) UPPER FLUTE(VAILEY) �.. LOWERFLUTE(RIDGE) NO, 20 GAGE STEEL DECK MIN FIGURE 4—POWER-STUD+ SD1 INSTALLATION DETAIL FOR ANCHORS IN THE TOPSIDE OF CONCRETE -FILLED STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' 'Anchors may be placed in the tcpside of steel deck profiles in accordance with Figure 4 provided the minimum member topping thickness, minimum spacing distance and minimum edge distance are satisfied as given in Table 1 of this report. IA n STRUCTURAL SAND-U GHTWEI GHT CONCRETE OR NORMAL -WEIGHT CONCRETE OVERSTEEL DECK FNIMUM 3,000 PSq 3_lll" MIN UPPERFLUTE(RE) LOWER FLUTE (RIIDOGEI NO.20 GAGE STEEL DECKIAN FIGURE 5A—POWER-STUD+ SD1 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' 'Anchors may be placed in the upperflute or lower Flute of the steel deck profiles in accordance with Figure 5A provided the minimum hole clearance is satisfied. Anchors in the lower flute of Figure SA profiles may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfietl. In addition, the anchors must have an axial spacing along the flute equal to the greater of 3hv or 1.5 times the flute width. A STRUCTURAL SWD-UGHIWEIGHT CONCRETE OR NORMAL-WEIGHTCONCRETE OVER STEEL DEC( (MN UU M 3,CM PSI) G Q1 1 I: 1 VCUR MN 3 LOWER FLUTE (RDGE) NO. 20 GAGE STEEL DECKMIN J ANCHOR FIGURE SB—POWER-STUD+ Sol INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)'" 'Anchors may be placed in the lower flute of the steel deck profiles in accordance with Figure 513 provided the minimum hole clearance is satisfied. Anchors in the lower flute of Figure 5B profiles may be installed with a maximum'/¢ -inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower Flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. In addition, the anchors must have an axial spacing along the flute equal to the greater of 3h¢ or 1.5 times the flute width. °Anchors may be placedin the upperflute of the steel deck profiles in accordancewith Figure 5B provided the concrete thickness above the upperflute is minimum 3'/<-inch and a minimum hole clearance of'/4-inch is satisfied. ESR-2818 I Most Widely Accepted and Trusted Page 28 of 32 TABLE 2-TENSION DESIGN INFORMATION FOR POWER -STUD+ SD1 ANCHOR IN CONCRETE (For use with load combinations taken from ACI 318-14 Section 5.3 or ACI 318 -11 Section 9.2)'•2 Nominal Anchor Diameter Design Characteristic Notation Units 'I, inch 3/s inch 1 '12 inch sh inch 314 inch '/s inch 1 inch 1'/4 inch Anchor category 1, 2 or 3 - 1 1 1 1 1 1 1 1 STEEL STRENGTH IN TENSION' ksi 88.0 88.0 80.0 80.0 64.0 58.0 58.0 58.0 Minimum specified yield strength (neck) fro (N/mm2) (606) (605) (551) (551) (441) (400) (400) (400) Minimum specified ultimate tensile strength 12 f"' psi 110.0 110.0 10D.0 100D 80.0 75-0 75.0 75.0 (neck) (N/mm2) (758) (758) (689) (689) (552) (517) (517) (517) A:e,x in22 0.0220 0.0531 0.1018 0.1626 0.2376 0.327 0.4300 0.762 Effective tensile stress area (neck) (mm) (14.2) (34.3) (65.7) (104.9) (150.9) (20T5) (273.1) (484) Ib 2,255 5,455 9,080 14,465 19,000 24,500 32,250 56,200 Steel strength intension N,a (kN) (10.0) (24.3) (40A) (64.3) (84.5) (109.0) (143.5) (250) Reduction factor for steel strength' d - 0,75 CONCRETE BREAKOUT STRENGTH IN TENSION' in. 1.50 2.00 2.00 3.25 275 4.00 3.125 4.75 3.500 4,375 5.375 Effective embedment depth her (mm) (38) (51) (51) (83) (70) (102) (79) (114) (8..) (111) (137) Effectiveness factor for uncracked concrete k,,,,I, - 24 24 24 24 24 24 24 24 27 Effectiveness factor for cracked concrete k, - Not Applicable 17 17 17 21 17 21 24 24 Modification factor for cracked and uncracked WIN - 1.0 1.0 1.0 1:0 1.0 1.0 1.0 1.0 concretes Critical edge distance (uncracked concrete ceL tn. See Table 1 only) (mm) Reduction factor for concrete breakout strength' 0 1- 0.65 (Condition B) PULLOUT STRENGTH INTENSION °•' Characteristic pullout strength, uncracked N,,�"o Ib See 2,865 3,220 5,530 See See See See See See concrete (2,500 psis (kN) note 7 (12.8) (14.3) (24.6) note 7 note 7 note 7 note 7 note 7 note 7 Characteristic pullout strength, cracked Ne`r Ito Not 2,015 See 2,505 See 4,450 See See See 11,350 concrete (2,500 psi)' (kN) Applicable (9,1) note 7 (11.2) note 7 (19.8) note 7 note 7 note 7 (50.5) Reduction factor for pullout strength' 0 - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS" Charactenslic pullout strength, seismic Noe° to Not 2035, See 2,505 See 4,450 See See See 11,350 (2,500 psi)s,1n (kN) Applicable (g.1) note 7 (11.1) note 7 (19.8) note 7 note 7 note 7 (50.5) Reduction factor for pullout strength, seismic' ¢ 1 - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR ANCHORS INSTALLED THROUGH THE SOFFIT OF SAND -LIGHTWEIGHT AND NORMAL -WEIGHT CONCRETE OVER STEEL DECK Characteristic pullout strength, uncracked N,,Nck,, Ib 3,205 2,795 3,230 concrete over steel deck(Figure 5A)s" (kN) (14.2) (12A) (14.4) Characteristic pullout strength, c2cketl Na.d"k`r Ib 2,390 1,980 2,825 concrete over steel deck(Figure 5A)"' (kN) m m (10.6) (8.8) (12A)Characteristic pullout strenoth, cracked Nedeckea Ito F(8. 2,390 1,950 2,825concrete over steel tleck, seismic(Figure 5A)fi t1 (kN) i (10.6) (8.8) (124)Characteristic Q pullout strenoth,uncracked Ib 1,900¢¢ concrete over steel deck (Figure 5B)6 p� (k N) S Z (8.5) s 6Z m o Z 6Characteristic Z pullout strength, cracked fvldo`r(kN) Ib 1,420 concrete over steel deck (Figure SB)a" (6.3) Z n a 1 ¢a 8 1 Z Characteristic pullout strength, cracked concrete over steel deck, seismic (Figure 5B)fi t1 No,d'x'q lb (kN) 1,180 (5.2) 1,420 (6.3) Reduction factor for pullout strength, steel deck' d 1 - 1 0-65 (Condition B) For Sit 1 inch = 25.4 him, 1 ksi = 6.894 N/mm2; 1 Ibf = 0.0044 kN. 'The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318 -11 Appendix D. as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 172.3 or ACI 318-11 D.3.3, as applicable, must apply. 21nstallation must comply with published instructions and details. 'All values of 6 apply to the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. If the load combinations of ACI 318- 11 Appendix Care used, then the appropriate value of 9 must be determined in accordance with ACI 318-11 D4.4. For reinforcement that meets ACI 318-14 Chapter 17 or ACI 318-11 Appendix D requirements for Condition A, see ACI 318-14 17.3.3(c) or ACI 318-11 D 4.3(c), as applicable, for the appropriate 0 factor when the load combinations of IBC Section 1605.2. ACI 315-14 Section 5.3 or ACI 318-11 Section 9 2, as applicable, are used. 'The Power -Stud+ SD1 is considered a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. Tabulated values for steel strength in tension are based on test results per ACI 355.2 and must be used for design. 'For all design cases use WIN = 1.0. The appropriate effectiveness factorfor cracked concrete (kv) or uncracked concrete (k,,,o) must be used. 'For all design cases use Wcv = le. For the calculation of NF,,, see Section 4.1A of this report. 7Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment. 'Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. s For anchors in the topside of concrete -filled steel deck assemblies, see Figure 4. i°Tabulated values for characteristic pullout strength in tension are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.5. "Values for Nsd,d are for sand -lightweight concrete (f,, m = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318-14 17 4.2 or ACI 318-11 D.5.2, as applicable, is not required for anchors installed in the deck soffit (flute). ESR-2818 I Most Widely Accepted and Trusted Page 29 Of 32 TABLE 3-SHEAR DESIGN INFORMATION FOR POWERSTUD+ SDI ANCHOR IN CONCRETE (For use with load combinations taken from ACI 318-14 Section 5.3 or ACI 31 B-11, Section 9.2)1" Nominal Anchor Diameter Design Characteristic Notation Units '/z s s 1114 /4 inch /s inch inch /e inch /4 inch /e inch t inch inch Anchor category 1, 2 or 3 1 7 t 1 t 1 7 1 STEEL STRENGTH IN SHEAR' ksi 70.0 80.0 70A 70.4 64.0 58.0 58.0 58.0 Minimum specified yield strength (threads) /w (N/mms) (482) (552) (485) (485) (441) (400) (400) (400) ksi 88.0 100.0 8B.D 88.0 80.0 75.0 75.0 75.0 Minimum specified ultimate strength (threads) fu, (N/mm') (606) (689) (607) (607) (552) (517) (517) (517) Effective tensile stress area (threads) A..v in 0.0318 0.0775 0.1419 0.2260 0.3345 0.462 0.6060 0.969 (mm) (20 5) (50.0) (915) (145.8) (212.4) (293.4) (384.8) (615) Steel strength in shears V. to 925 2,990 4,62D 9,030 10,640 11,655 8,820 10,935 17,750 (kN) (4:1) (13.3) (20.6) (40.2) (47.3) (54.8) (39.2) (48.6) (79.0) Reduction factor for steel strengths 0 1 - 0.65 CONCRETE BREAKOUT STRENGTH IN SHEAR" Lead bearing length of anchor [a in. 1.50 2.00 2.00 3.25 2.75 4.00 3.725 4.75 3.50 4.375 5.375 (her or ed„ whichever is less) (mm) (38) (51) (51) (83) (70) (102) (79) (114) (88.9) (t77) It Nominal anchor diameter tla in. 0.250 0.375 0.500 0.625 0.75D 0.875 1.000 1.25 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (31.8) Reduction factor for concrete breakouts 9 - 0.70 (Condition B) PRYOUT STRENGTH IN SHEAR1.7 Coefficient for pryout strength k,y - 1.0 1.0 1.0 2.0 2.0 2.0 ZO 2.0 2.0 ZO 2.0 Effective embedment her in. 1.50 2.0D 2.00 3.25 2.75 4.00 1 3.125 4.75 1 3.50 1 4.375 5.375 (mm) (38) (51) (51) (83) (70) (102) (79) (t 14) (68.9) (111) (137) Reduction factor for pryout strength d 0.70 (Condition B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS Steel strength in shear, seismic V,4ay lb Not 2,440 3,960 6.000 8,580 9,635 8,820 9,845 7%M (kN) Applicable (10.9) (17.6) (26.7) (38.2) (42.9) (39.2) (43.8) (79.0) Reduction factor for steel strength in shear for - 0.65 seismic' STEEL STRENGTH IN SHEAR FOR ANCHORS INSTALLED THROUGH THE SOFFIT OF SAND-LIGHTW EIGHT AND NORMAL -WEIGHT CONCRETE OVER STEEL DECK"" Steel stren th in shear, concrete over steel deck VSBtlitli It, 2,120 2.290 3,710 5,505 (Figure 5A)) (k N) m (9.4) (10.2) (16.5) (24.5) n Steel strength in shear, concrete over steel deck, VsaeeckN lb 2,120 2,290 3,710 4,570 seismic (Figure SA)s (kN) u n < (9A) (10.2) (16.5) (20.3) i, c, < G u G Steel siren th in shear, concrete over steel deck Va°aa, lb 2,120 2.785 d o (Figure 5B)$ (kN) 6 Z (9.4) (12.4) a O° c, '- O O c, 'o Z 'o Z 0 Z Steel strength in shear, concrete over steel deck, Ib 2.120 2,785 seismic (Figure 5B)s V`a° w (k,N) (9.4) (12.4) G G Red action factor for steel strength in shear, steel - 0.65 deck For SI: 1 inch = 25.4 ri 1 ksi = 6.894 Nmi 1 Ibf = 0.0044 IN. 'The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resistlno seismic load combinations the additional requirements of AC1318-14 17.2.3 orACI 318-11 D.3.3, as applicable, must apply. Installation must comply with published instructions and details. 'All values of mwere determined from the load combinations of IBC Section 1605.2. ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2. If the load combinations of ACI 318-11 Appendix C are used, then the appropriate value of d must be determined in accordance with ACI 318-11 0.4.4. For reinforcement that meets ACI 318-14 Chapter 17 or ACI 318-11 Appendix D requirements for Condition A, see ACI 318-14 17.3.3(c) or ACI 318-11 DA.3(c), as applicable, for the appropriate d factor when the load combinations of IBC Section 1605.2. ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used. The Power -Stud. SD7 is considered a ductile steel element as defined by ACI 318-14 2.3 orACI 318-11 0.7, as applicable. 'Tabulated values for steel strength in shear must be used for design. These tabulated values are lower than calculated results using equation D-20 in ACI 318-0B. 6Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 'For anchors in the topside of concrete -filled steel deck assemblies, see Figure 4. 'Tabulated values for steel strength in shear are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6. °Tabulated values for V.,me, and V.,awtw are for sand -lightweight concrete If, = 3,000 psi); additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2. as applicable, and the pryout capacity in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, are not required foranchors installed in the deck soffit (flute). "Shear loads for anchors installed through steel deck into concrete may be applied in any direction. ESR-2818 I Most Widely Accepted and Trusted Page 30 of 32 TABLE 4—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES' za•a,s,s,r,e,s Anchor Diameter Nominal Embedment Depth Effective Embedment Allowable Tension Load (inches) (inches) (inches) (pounds) 11/, 1.50 970 2'/8 2.00 1,260 2'/2 2.00 1,415 3% 2.75 - 2,405 B 45/B 4.00 4,215 4 3.125 2,910 51/B 4.75 5,455 41/2 3.50 3,450 1 51/2 4.375 4,820 6'/2 5.375 7,385 For Sl: 1 inch = 25.4 mm. 1 lot = 4.45 N. 'Single anchor with static tension load only. 2Cgncrete determined to remain uncracked for the life of the anchorage. 3Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 430% dead load and 70 % live load, controlling load combination 12D + 1.6L. 'Calculation of weighted average for conversion factor a = 1 2(0.3)+ 1.6(0.7) = 1.48. °fe.= 2,500 psi (normal weight concrete). ' cer = ce2' cee. °h I timb "values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 DA4 3, as applicable, is not provided. Given: Calculate the factored resistance strength, 01i and the allowable stress design value, TO ..WaASD, for a'/B-inch-diameter Power -Stud+ Sol anchor assuming the given conditions in j^' Table 4. Calculation in accordance with ACI 318-14, ACI 318-11 Appendix D and this report: 318-14 Ref. 318-11 Ref. Report Ref. Step 1..Calculate steel strength of single anchor in tension: 17.4.-1:2 D.5.1.2 Table 2 q5N,a = (0.75)(5,455) = 4,091 lbs. Step 2. Calculate concrete breakout strength of a single anchor in tension: _ ONcb0-IN'>Ved,N1P1,N>Vcp,NNb ANc�O r- Nb = ke A. V 1 c(her)15 17.4.2.1 D.5.2.1 Table 2 Nb = (24)(1.0) 2,500(2.0)1s = 3,394 lbs. (36.0) ONrb = (0.65) (1.0)(1.0)(1.0)(3,394) = 2,206 lbs. (36.0) Step 3. Calculate pullout strength of a single anchor f e' - n ¢N a = ON IT4.3.2 D.5.3.2 Table 2 95Ny„ = (0.65)(2,865)(1.0)(1.0)" =1,B62 His. Step 4. Determine controlling factored resistance strength in tensions ON, = minlQN:a, q5Ncc- q51Vv*I = ON, = 1,862 16s. 17.3.1.1 D.4.1.1 Step 5. Calculate allowable stress design conversion factor for loading condition. Controlling load combination: 1.2D+ 1:6L 5.3 9.2 - a = 1.2(30%) + 1.6(70%) = 1 AB Step 6. Calculate the converted allowable stress design value: �N„ 1, 862 - Section 4.2 _ — 1, 258 16s. TallowableASD = a 1.48 FIGURE 6—EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION FOR ILLUSTRATIVE PURPOSES Page 31 of 32 IMES Evaluation Report ESR-2818 FBC Supplement Reissued December 2017 This report is subject to renewal December 2018. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.dewalt.com anchom aldewaIt.com EVALUATION SUBJECT: POWER -STUD% Sol EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Powers Power -Stud+ SD1 Expansion Anchors in uncracked concrete only [1/4 inch (6,4 mm)] and in cracked and uncracked concrete [3/8 inch to 1114 inches (9.5 mm to 31.8 mm)], recognized in ICC-ES master evaluation report ESR-2818, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 Florida Building Code —Building ■ 2014 Florida Building Code —Residential 2.0 CONCLUSIONS The Powers Power -Stud+ SD1 Expansion Anchors in uncracked concrete only ['/4 inch (6.4 mm)] and in cracked and uncracked concrete [`/B inch to 1'/4 inches (9.5 mm to 31.8 mm)], described in master evaluation report ESR-2818, comply with the 2014 Florida Building Code —Building and the 2014 Florida Building Code —Residential, when designed and installed in accordance with the 2012 International Building Code provisions noted in the master report, and under the following conditions: • Design wind loads must be based on Section 1609 of the 2014 Florida Building Code —Building or Section R301.2.1.1 of the 2014 Florida Building Code —Residential, as applicable. • Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 Florida Building Code — Building, as applicable. Use of the Powers Power -Stud+ SD1 Expansion Anchors in uncracked concrete only [114 inch (6.4 mm)] and in cracked and uncracked concrete [3/8 inch to 1'/4 inches (9.5 mm to 31.8 mm)], for compliance with the High -Velocity Hurricane Zone Provisions of the 2014 Florida Building Code —Building and the 2014 Florida Building Code —Residential, has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality -assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued December 2017. ICC-ESEvaluarton Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of (he report or a recommendation for its use. There is no warranty by ICC Evaluation Service, UC. espress or implied, as to anyftnding or other matter in this report, or as to any product covered by the report. Cc pyright ® 2017 ]CC Evaluation service, LLC. All rights reserved. Wildeck Inc. 11 / 19 / 2018 Detailer Notes Girder Size: W12X14 Joist Size: W12X14 Load: 18 kips q 71W 3 718" M m Job S.O.# 40158 Mark: S X 318 I 13116 inch Punched Hole (typ.) CVS - FORT PIERCE 13116 inch Punched Hole (typ.) Sht. 32 of 32