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2013-488
TOWN OF QUEENSBURY Flfro 742 BayRoad,Queensbury,NY 12804-5902 (518) 761-8201 Q rY Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20130488 Date Issued: Tuesday, April 22, 2014 This is to certify that work requested to be done as shown by Permit Number P20130488 has been completed. Location: 276 DIX Ave Tax Map Number: 523400-303-015-0001-032-000-0000 Owner: NEW YORK JOB DEVELOPMENT AUTHORITY Applicant: GLENS FALLS HOSPITAL This structure may be occupied as a: Certificate of Occupancy (COM) By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Planning Board Director of Building&Co. . -nfo‘i ment or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building&Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20130488 Application Number: A20130488 Tax Map No: 523400-303-015-0001-032-000-0000 Permission is hereby granted to: GLENS FALLS HOSPITAL For property located at: 276 DIX Ave in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: NEW YORK JOB DEVELOPMENT 633 THIRD Ave Certificate of Occupancy(COM) NEW YORK,NY 10017-6754 Total Value Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2013 - 488 GF HOSPITAL warehouse CO Only $50.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Friday, October 24,2014 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Tow of Q nsb , fJ' T rs� . !ctober 24,2013 av SIGNED BY \ for the Town of Queensbury. Director of Building&Code Enforcement Office Use Only Town of Queensbury Fire Marshal Received: ESTABLISHMENT OF A NEW BUSINESS Tax MaVl : CERTIFICATE OF OCCUPANCY PERMIT APPLICATION Permit No.: 1 $ S� Permit Fee: *Note: This application is for occupancy only,with no work requiring a building permit. Name of Business G1 eN.s FOS 1/0.5e17-4 L Address /0 D PSP K S T 12PcZ r 6 FA 11 S M y 08'01 Type of Business t tOJpiTA-L Manager OR Person in charge c � e i i 6 e L 1 Q e R Business Phone No. 57 8 Property Owner S; LJe2 x AL1- _ Address 310 S T I R L i o Su r TL 1 O O, o21 J A k Qe12 Q� I-ei Phone 1M �4 � � 1` t�g �61 ��a 331 't K 5 ✓Provide an accurate layout of your store showing all walls, exits,stockrooms, rest rooms, counters, and fixture layout on a separate sheet of paper. Signature: (A04 -1T Date: /ON 13 Notes I Comments: axA_ \\kYQ-LA—e IMPORTANT: The business owner is responsible for keeping exits clear and maintaining exit signs and emergency lights. Fire extinguishers, fire sprinkler systems, and fire alarm systems require annual inspections by an outside contractor and the corresponding documentation must be provided to the Fire Marshal's office. Fire extinguishing systems found in kitchens and gas stations require semi-annual inspections. Any violations noted durinq an inspection, require immediate corrective action. CONTACT NUMBERS: Director, Building and Codes-761-8253 Zoning Administrator-761-8218 Zoning-761-8238 Fire Marshal-761-8206 Planning-761-8220 Town of Queensbury Fire Marshal—New Business Permit 518-761-8206 Inspection Form Town of Queensbury Fire Marshal o Periodic Inspection Date: �/" 45 Time:216 P7 742 Bay Road, Queensbury NY 12804 o Re-Inspection 518 761 8206/518 761 8205 CO Inspection Permit#: 1'3-V Fire rshals Representative J Palmer Business Name: LAS SIS /43- f1 J Location: ..2-7Z, / 4K Stillman Contact: Type of Inspection N/A Yes No EXITS: Exit Access FC 1014&FC1029 NOTES Exit Enclosure FC 1020&FC1029 Exit Discharge FC 1024&FC1029 / Locks and latches FC1008& FC1029.2 / Sign: Normal FC 1011 &FC1029 _/ Sign: backup FC 1011.5.3&FC1029.7.5 .07 AISLES: Main Aisle Width FC 1024/1025&FC1029.11 Secondary Aisle Width FC 1025&FC1029.11 V FIRE EXTINGUISHER: Hung FC 906 Inspection of extinguisher FC 906 .� EVAC Plan FC 404.2 TRUSS ID SIGNAGE FC 505.3 ..--- EMERGENCY LIGHTING: Interior FC 1006.3&FC1029.8 Exterior FC 1006.3 Clearance to Electrical FC 605.3 ,/ •,1_ Electric Wiring Enclosed/Labeled FC 605.3.1 r , Combustibles in Equipment Rooms FC315.2.3 ,�rr Ii r. F.D.Signage- FC 510 No Smoking Signs FC 310.3 I Storage FC 315.2 , -, Compressed Gas FC 3003 Vehicle Impact Protection FC 312.1 .------- Interior /Interior Finishes FC 803 -804 Smoke Detectors FC 907 ✓ CO detect FC 610 to Clearance to Sprinkler/Ceiling FC 315.2.1 18" / 24" EVAC SIGNS IN Rooms FC 404.6(R1 &R2) — Fuel Pump Warning Signs FC2205.6 Fuel Station Emer Procedures FC2204.3.5 Exterior Storage FC 315.3 Vacant Buildings FC 311 • /'/ REINSPECTION DUE APPROXIMA TEL Y Emergency Disconnect FC 2203.2 21 DAYS Insp OK NC DATE: OK NC SYSTEMS: FC 901.6 Date Generator Annual DATE: OK NC Hood Installation Elevator Semi Annual FIRE ALARM Annual 2//fild `J _ DATE: OK NC HVAC Shutdown Sprinkler System Annual Iii V Sprinkler FDC ,s �/ Kitchen Suppression Semi Annual d'� Fuel Island Suppression Semi Annual Hood Cleaning 3-6-Annual Knox Box:installed/checked FC506 Operating Permit, if required will be issued after Completion of Inspection Town of.Queensbury Building&Code Enforcement Office No. (518)761-8256 Commercial Final Inspection Report Inspection request received: _ Name: 6-F Inspected on: c� Z�/y Location: G1 '76, 6 ( 4-0 rp Arrive: / t,/ a.m./ p.m. Permit No.: / c3— �{ g Inspector's Initials: COMMENTS Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent Interior/Exterior Guardrails 42 inch Platform/Decks Interior/Exterior Balusters 4 inch Spacing Platform/Decks Stair Handrail 34 inch—38 inch/Step Risers 7"!Treads 11" Vestibules For Exit doors>3000 sq.ft. All Doors 36 inch w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36"(w)x 44"(I)1 Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight I Other Floors Okay Relief Valve,Heat Trap 1 Water Temperature 110 Degrees Maximum Boiler/Furnace Enclosure 1 hour or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 Vz doors > 10%> 1000 sq.ft. ' Hour Corridor Doors&Closers Firewalls I Fire Separation,2 Hour,3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping,3,000 sq.ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks I Toilets I Mirrors Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible %-it/ Arfr. Handica ed Service Counters,34 inch,Checkout 36 inch1"")W c ) Handicapped Ramp/Handrails Continuous/12 inch Beyond[Both sides] Active Listening System and Signage Assembly Space ,t ,/Ut,+i/w1 ` Final Electrical I Flex Gas Piping Bonded Site Plan/Variance required ���Qe 17144,` Final Survey,New Structure/Flood Plain certification,if req. 4 As-built Septic System Layout Required or On File �� Building Number or Tenant Address on Building or Driveway 4" r-al �1 Water Fountain or Cooler /#1,440‘,/-- ,;"� d4 Building Access All Sides by 20'!Drivable Surface 20'wide Special Inspections I Engineer or Architect Approval ()fa k« C Okay To Issue Temporary or Permanent C/O f Okay To Issue C/C /I6,, v/ %/C/ /�(`• ` m-10e Commercial Final Ins ection._11 27 12 Ik)fr�l✓ 41/ ih s4J/r �f�c Attached are page(s) from the 2011 Hilti North American Product Technical Guide . For complete details on this product, including data development, product specifications, general suitability, installation , corrosion , and spacing & edge distance guidelines, please refer to the Technical Guide, or contact Hilti . Hilti, Inc. 5400 South 122"" East Avenue Tulsa, OK 74146 1-800-879-8000 www.hilti.com Mechanical Anchoring Systems HSL-3 Heavy-duty Expansion Anchor 3.3.2 3.3.2.1 HSL-3 Product Description 3.3.2.1 Product Description riiiiiit 3.3.2.2 Material Specifications 3.3.2.3 Technical Data HSL-3 Heavy-duty Expansion Anchor HSL-3-B Heavy-duty Expansion Anchor 3.3.2.4 Installation Instructions with Torque Cap 3.3.2.5 Ordering Information "riiiilligi —^--r ._,„— Red Setting Indicator HSL-3-G Heavy-duty Expansion r®®'`I Three accurately sized ® Anchor with Threaded Rod '�;{I �- 4t shear pins are provided in r the red indicator cap.As Bolt _ y, , 4 4. the required installation 1 — torque(Tros,)is reached the Washer ' br Counter sunk version available as special red indicator cap shears off.A green seal on the bolt head appears which indicates that Maximum fastened the anchor has been set properly. Metric thickness(mm)— Minimum _ Example:HSL-3-G M12/25 HSL-3-G M 12/25 This is an HSL-3 stud anchor.The thread size Embedment Heavy dT lank bolt Metric thread is 12 mm and this anchor can attach up to a Mark Expansion G stud size(mm);not 25 mm thick plate Spacer L Anchor B torque cap hole diameter Sleeve The Hilti HSL-3 Heavy-duty Expansion • Force-controlled expansion which Plastic Anchor is a torque-controlled expansion allows for follow-up expansion collaps- bolt designed for high performance in • Reliable clamping of part fastened ible sec- to gaps tion with overcome static and dynamic application including g p anchor the tension zone of concrete structures • Suitable for dynamic loading, rotation where cracking can be expected. including seismic,fatigue prevention HSL-3 anchors are available in metric and shock sizes from M8 to M24.With a variety • No spinning of the anchor in hole , when tightening bolt or nut of head configurations,including bolt, • stud and torque cap.All versions are Seismic qualification per ICC ES Expansion AC193 and the requirements of ACI Sleeve available in zinc-plated carbon steel. 318 Appendix D I Product Features Guide Specifications Cone • Approved for use in the concrete Expansion Anchors: Carbon steel tension zone(cracked concrete) anchor consists of hex head bolt • Data for use with the Strength (threaded stud),sleeve,expansion Listings/Approvals Design provisions of ACI 318 sleeve,expansion cone,collapsible ICC-ES(International Code Council) Appendix D and ACI 349 ESR-1545 Appendix B plastic sleeve,(nut)and washer. European Technical Approval(ETA) • Allowable Stress Design data for Anchors shall be torque controlled ETA-02/0042 use with ASD expansion bolt as manufactured Qualified under NQA-1 Nuclear Quality Program • High load capacity by Hilti. c E" TA 3.3.2.2 Material Specifications Carbon Steel Bolt or Threaded Rod for HSL-3(Bolt),HSL-3(Stud)and HSL-3-B conform to Independent Code Evaluation DIN EN ISO 898-1,Grade 8.8,f >93 ksi,f >116 ksi Y IBC®/IRC°2009(AC 193/ACI 355.2) Carbon Steel Nut conforms to DIN 934,Grade 8,f.>116 ksi IBC°/IRC°2006(AC 193/ACI 355.2)_ Carbon Steel Washer conforms to DIN 1544,Grade St37,f.>100 ksi UBC°1997(AC 01) Carbon Steel Expansion Cone conforms to DIN 1654-4,f.>80 ksi Carbon Steel Expansion Sleeve(M8-M16)conforms to DIN 10139 and(M20-M24)conforms to DIN 2393-2 Carbon Steel Spacing Sleeve conforms to DIN 2393 T1,f >100 ksi Collapsible Sleeve is made from acetal polyoxymethylene(POM)resin Hllii,Inc.(US)1-800-879-8000 I www.us.hlltl.com I en espar of 1-800.879-5000 I Hilal(Canada)Corp.1-800-363.4458 I www.hlltl.ca I Anchor Fastening Technical Guide 2011 253 Mechanical Anchoring Systems 3.3.2 HSL-3 Heavy-duty Expansion Anchor 3.3.2.3 Technical Data Table 1 — HSL-3 Specifications HSL-3 Anchor Thread Diameter(mm) Details M8 M10 M12 M16 M20 M24 nominal drill bit diameter' d"„ mm 12 15 18 24 28 32 Hilti matched-toleranceTE-CX 12/22 TE-CX 15/27 TE-C 18/22 TE-C-T 24/27 TE-C-T 28/27 TE-YX 32/3 carbide-tipped drill bit TE-YX 12/35 TE-YX 15/35 TE-YX 18/32 TE-YX 24/32 TE-YX 28/32 minimum base material thickness toh mm 110(120) 120(140) 135(160) 160(200) 190(250) 225(300 obtain smallest critical edge distance ". (in.) 4 3/8(4-3/4) 4 3/4(5-1/2) 5 3/8(6 1/4) 6 1/4(7-7/8) 7 1/2(9-7/8) 8 7/8(11-7/8) mm 80 90 105 125 155 180 minimum hole depth ho (in.) (3-1/8) (3-1/2) (4-1/8) (4-7/8) (6-1/8) (7-1/8) mm 60 70 80 100 125 150 effective embedment depth h''.'"'" (in.) (2-3/8) (2-3/4) (3-1/8) (3-7/8) (4-7/8) (5-7/8) minimum clearance hole diameter ind mm 14 17 20 26 31 35 part being fastened " (in.) (9/16) (11/16) (13/16) (1) (1-1/4) (1-3/8) max.cumulative gap between part(s) - mm 4 5 8 9 12 16 being fastened and concrete surface (in.) (1/8) (3/16) (5/16) (3/8) (1/2) (5/8) maximum thickness of part fastened t mm 20 40 20 40 25 50 25 50 30 60 30 60 HSL-3,HSL-3-B (in.) (3/4) (1-1/2) (3/4) (1-1/2) (1) (2) (1) (2) (1-1/8) (2-1/4) (1-1/8) (2-1/4) overall length of anchor HSL-3, mm 98 118 110 130 131 156 153 178 183 213 205 235 HSL-3-B (in.) (3-7/8) (4-5/8) (4-3/8) (5 1/8) (5-1/8) (6 1/8) (6) (7) (7-1/4) (8-3/8) (8) (9-1/4) maximum thickness of part fastenedmm 20 20 25 50 25 50 30 60 HSL-3-G t (in.) (3/4) (3/4) (1) (2) (1) (2) (1-1/8) (2-1/4) mm 102 115 139 164 163 188 190 220 overall length of anchor HSL-3-G - (in.) (4) (4-1/2) (5-1/2) (6-3/8) (6-3/8) (7-3/8) (7-1/2) (8-3/4) mm 20 25 30 40 45 50 washer diameter d " (in.) (3/4) (1) (1-1/8) (1-9/16) (1-3/4) (2) Nm 25 50 80 120 200 250 installation torque HSL-3 T"s (ft-lb) (18) (37) (59) (89) (148) (185) Nm 20 35 60 80 160 installation torque HSL-3-G T,"-', (ft-Ib) (15) (26) (44) (59) (118) wrench size HSL-3,HSL-3-G - mm 13 17 19 24 30 36 wrench size HSL-3-B - mm 24 30 36 41 1 Use metric bits only. dw ....—,- T dT 7 A nail Jflyd, ;t -.;111j.; IIe � 1 1 i! .. . !, nom r _ INS: / dbit 254 Hilti,Inc.(US)1-800.879-8000 I www.us.hilti.com I en espar of 1-800.879.5000 I Hilti(Canada)Corp.1.800-363-4458 I www.hllti.ca I Anchor Fastening Technical Guide 2011 Mechanical Anchoring Systems HSL-3 Heavy-duty Expansion Anchor 3.3.2 Table 2 - HSL-3 Strength Design Information Nominal Anchor Diameter Design Parameter Symbol Units M8 M10 M12 M16 M20 M24 mm 12 15 18 24 28 32 Anchor O.D. do in. 0.47 0.59 0.71 0.94 1.10 1.26 mm 60 70 80 100 125 150 Effective min.embedment depth' he m,^ in. 2.36 2.76 3.15 3.94 4.92 5.91 Anchor category2 1,2 or 3 - 1 Strength reduction factor for m _ 0.75 tension,steel failure modes3 Strength reduction factor for 0 - 0.65 shear,steel failure modes3 Strength reduction factor for Cond.A 0.75 tension,concrete failure modes' Cond.B 0.65 Strength reduction factor for Cond.A 0.75 shear,concrete failure modes3 Cond.B 0.70 Yield strength of anchor steel f, lb/in2 92,800 Ultimate strength of anchor steel fu lb/in2 116,000 Tensile stress area Aso in2 0.057 0.090 0.131 0.243 0.280 0.547 Steel strength in tension N. lb 6,612 10,440 15,196 28,188 44,080 63,452 Effectiveness factor uncracked k - 24 concrete °^°' Effectiveness factor cracked k - 17 24 concrete °' k ,vfk s wc.N - 1.41 1.00 Pullout strength uncracked N Ib 4,204 - - - concrete p'm¢r Pullout strength cracked N lb 2,810 4,496 - - - - concrete P'C, Steel strength in shear HSL-3,-B V5a lb 7,239 10,229 14,725 26,707 39,521 45,951 Steel strength in shear HSL-3-G Vs lb 6,070 8,385 12,162 22,683 33,159 Tension pullout strength seismic NM lb - - - - - 14,320 Steel strength in shear,seismic lb 4,609 8,453 11,892 24,796 29,135 38,173 HSL-3,-SH,-SK V Steel strength in shear,seismic `Q lb 3,777 6,924 9,824 21,065 24,459 HSL-3-G uncracked 8 300 Axial stiffness in concrete unc, service load range cracked 1000 lb/in. 8 concrete C,, 30 70 130 1 See Table 1. 2 See ACI 318 Section D.4.4. 3 For use with the load combinations of ACI 318 Section 9.2. Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. 4 See ACI 318 Section D.5.2.2. 5 See ACI 318 Section D.5.2.6. Hilts,Inc.(US)1-800-879-8000 I www.us.hlitl.com I en espanol 1.800,879-5000 I Hilts(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 255 Mechanical Anchoring Systems 3.3.2 HSL-3 Heavy-duty Expansion Anchor Table 3— Edge Distance,Spacing and Member Thickness Requirements''' Nominal Anchor Diameter Case' Dimensional Parameter Symbol Units M8 M10 M12 M16 M20 M24 in. 4-3/4 5-1/2 6-1/4 7-7/8 9-7/8 11-7/8 A Minimum concrete thickness hm;"A (mm) (120) (140) (160) (200) (250) (300) in. 4-3/8 4-3/8 4-3/4 5-7/8 8-7/8 8-7/8 A Critical edge distance' cc A (mm) (110) (110) (120) (150) (225) (225) in. 2-3/8 2-3/4 3-1/2 4-3/4 5 5-7/8 A Minimum edge distance' c",;".;,,, (mm) (60) (70) (90) (120) (125) (150) in. 5-1/2 9-1/2 11 12-5/8 13-3/4 11-7/8 A Minimum anchor spacing' Sm,",, (mm) (140) (240) (280) (320) (350) (300) in, 3-3/8 5 6-1/8 7-7/8 8-1/4 8-1/4 A Minimum edge distance Cmi,Ae (mm) (85) (125) (155) (200) (210) (210) in. 2-3/8 2-3/4 3-1/8 4 5 5-7/8 A Minimum anchor spacing Smin,AB (mm) (60) (70) (80) (100) (125) (150) in. 4-3/8 4-3/4 5-3/8 6-1/4 7-1/2 8-7/8 B Minimum concrete thickness hm'B mm (110) (120) (135) (160) (190) (225) ( ) B Critical edge distance' c in. 5-7/8 6-7/8 7-7/8 9-7/8 12-3/8 14-3/4 "B (mm) (150) (175) (200) (250) (312.5) (375) in. 2-3/8 3-1/2 4-3/8 6-1/4 7-7/8 8-7/8 B Minimum edge distance' c,nm eA (mm) (60) (90) (110) (160) (200) (225) in. 7 10-1/4 12-5/8 15 15-3/4 15 B Minimum anchor spacing' s (mm) (180) (260) (320) (380) (400) (380) in, 4 6-1/4 7-7/8 10-5/8 11-7/8 12-5/8 B Minimum edge distance' c mn.Ba (mm) (100) (160) (200) (270) (300) (320) in. 2-3/8 2-3/4 3-1/8 4 5 5-7/8 B Minimum anchor spacing' siiiin0e (mm) (60) (70) (80) (100) (125) (150) 1 In lieu of ACI 318 D.3.3.minimum edge distance,spacing and member thickness shall comply with ESR-1545 Table 4. 2 The concrete breakout strength calculated according to ACI 318 D.5.2,shall be further multiplied by 14).w See ESR-1545 Section 4.1.2. 3 Denotes admissible combinations of hm,n,c ,,cmw,,and sr,,,,,. For example,11.,„„.A+cmmAA+s„,„,or hm,0A+CdA+CndnAB+s"u"Ae are admissible,but hmn.A+Cu,B+CminAB+sm,nBB is not. However,other admissible combinations for minimum edge distance c,,,and spacing sn,;"for h,",,,A or h,, ,8 may be derived by linear interpolation between boundary values(see example for h,nN A below). Example of Allowable Interpolation of Minimum Edge Distance and Minimum Spacing S design C6.lgn ■u■ sin MI11IMI1iImII I Cr)II chn ntQCn 'NirmMrILE 11111i il al '3«,n.I I I I 1 1 I Cd, edge distance 256 HMI,Inc.(US)1-800-879.8000 I www.us.hilti-com I en esparto)1-800-879-5000 I Hilti(Canada)Corp.1-800.363-4458 I www.hlIti.ca I Anchor Fastening Technical Guide 2011 Mechanical Anchoring Systems HSL-3 Heavy-duty Expansion Anchor 3.3.2 TABLE 4- HSL-3 Allowable Nonseismic Tension(ASO), Normal Weight Uncracked Concrete(Ib)1'2.3,4,5,6 Effective Concrete Compressive Strength Nominal Anchor Embedment het Diameter mm in. f' =2,500 psi f' =3,000 psi f' =4,000 psi f' =6,000 psi M8 60 2.36 1,950 2,140 2,470 3,024 M10 70 2.76 2,550 2,790 3,225 3,950 M12 80 3.15 3,115 3,410 3,940 4,825 M16 100 3.94 4,350 4,770 5,505 6,745 M20 125 4.92 6,080 6,665 7,694 9,425 M24 150 5.91 7,995 8,760 10,115 12,385 1 Single anchors with nonseismic tension with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. 4 For strength design,the required strength=1.2D+1.6L.For ASD,the factored load= 1.0D+1.OL.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 5 5. Assuming a 50%dead and 50%live contributions,a=(1.2•0.5+ 1.6•0.5)/(1.0-0.5+1.0•0.5)= 1.4 6 ASD=4)conc,eie•Np.,„x,/a=0.65•N /1.4 TABLE 5- HSL-3 Allowable Nonseismic Tension(ASD), Normal Weight Cracked Concrete(Ib)1'2,3,4,5 Effective Concrete Compressive Strength Nominal Anchor Embedment het Diameter ' mm in. 1'0=2,500 psi f'c=3,000 psi f'c=4,000 psi f =6,000 psi M8 60 2.36 1,435 1,570 1,812 2,220 M10 70 2.76 2,550 2,790 3,225 3,950 M12 80 3.15 3,115 3,410 3,940 4,825 M16 100 3.94 4,350 4,770 5,505 6,745 M20 125 4.92 6,080 6,665 7,694 9,425 M24 150 5.91 7,995 7,285 8,410 10,300 1 Single anchors with nonseismic tension with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. 3 For strength design,the required strength=1.2D+1.6L.For ASD,the factored load=1.0D+1.0L.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 4. Assuming a 50%dead and 50%live contributions,a=(1.2•0.5+1.6•0.5)/(1.0•0.5+1.0•0.5)= 1.4 5 ASD=4)co,r.,e,e.Npe,/a=0.65•Np.,,/1.4 TABLE 6- HSL-3 Allowable Nonseismic Shear(ASD),Steel"2,3,4,5 Effective Allowable steel capacity,shear Nominal Anchor Embedment het Diameter mm in. HSL-3,HSL-3-B HSL-3-G M8 60 2.36 2,470 2,025 M10 70 2.76 4,530 3,710 M12 80 3.15 6,370 5,265 M16 100 3.94 13,285 11,285 M20 125 4.92 15,610 13,105 M24 150 5.91 20,450 1 Single anchors with nonseismic shear with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 2.Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. 3 3.For strength design,the required strength=1.2D+1.6L.For ASD,the factored load= 1.0D+1.0L.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Calculation for weighted average for a=0.5• 1.2+0.5•1.6=1.4. 5 ASD=m •VS,/a=0.75•V /1.4 Hitt,,Inc.(US)1-800-879-8000 I www.us.hilti.com I en espanol 1-800-879-5000 I Hill,(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 257 Mechanical Anchoring Systems 3.3.2 HSL-3 Heavy-duty Expansion Anchor TABLE 7-HSL-3 Allowable Seismic Tension(ASD),Normal Weight Cracked Concrete(Ib)1,2,3,4,5 Effective Nominal Anchor Embedment hp, Concrete Compressive Strength Diameter mm in. f'.=2,500 psi f'c=3,000 psi f'c=4,000 psi f',=6,000 psi M8 60 2.36 1,165 1,570 1,470 1,800 M10 70 2.76 2,070 2,265 2,615 3,205 M12 80 3.15 2,525 2,770 3,195 3,915 M16 100 3.94 3,530 3,870 4,465 5,470 • M20 125 4.92 4,935 5,405 6,245 7,645 M24 150 5.91 5,395 5,910 6,824 8,360 1 Single anchors with seismic tension with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. 3 For strength design,the required strength= 1.2D+1.0E.For ASD,the factored load= 1.0D+0.7E.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50%dead and 50%earthquake contributions,a=(1.2•0.5+ 1.0•0.5)/(1.0•0.5+0.7•0.5)=1.294 5 ASD=mco,,B1B•(1)se,sm,c•N54,/a=0.65•0.75•1\15,/1.294 TABLE 8- HSL-3 Allowable Seismic Shear(ASD),Steel1'2,3,4,5 Effective Allowable steel capacity,shear Nominal Anchor Embedment he Diameter mm in. HSL-3,HSL-3-B HSL-3-G M8 60 2.36 2,005 1,640 M10 70 2.76 3,675 3,010 M12 80 3.15 5,170 4,270 • M16 100 3.94 10,780 9,155 M20 125 4.92 12,665 10,630 • M24 150 5.91 16,595 1 Single anchors with seismic shear with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. 3 For strength design,the required strength=1.2D+1.0E.For ASD,the factored load= 1.0D+0.7E.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. 4 Assuming a 50%dead and 50%earthquake contributions,a=(1.2•0.5+1.0•0.5)/ (1.0.0.5+0.7.0.5)=1.294. 5 Seismic ASD=�sr�•0,0,,mc•Ve„/a=0.75•0.75.1c,,/1.294 258 Hilti,Inc.(US)1.800.879-8000 I www.us.hlltl.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hiltl.ca I Anchor Fastening Technical Guide 2011 Mechanical Anchoring Systems HSL-3 Heavy-duty Expansion Anchor 3.3.2 TABLE 9-HSL-3 Design Information in accordance with CSA A23.3-04 Annex D' Ill Nominal Anchor Diameter Ref. Design Parameter Symbol Units M8 M10 M12 M16 M20 M24 A23.3-04 mm 12 15 iB 24 28 32 Anchor O.D. d -- i n. 0.47 0.59 0.71 0.94 1.1 1.26 Effective minimum embedment mm 60 70 80 100 125 150 depth e'""" in. 2.36 2.76 3.15 3.94 4.92 5.91 Anchor category 1,2 or 3 - 1 D.5.4c Concrete material resistance (D° - 0.65 8.4.2 factor for concrete Steel embedment material resis- _ 0.85 8.4.3 tance factor for reinforcement 5 Strength reduction factor for R - 0.80 D.5.4a tension,steel failure modes Strength reduction factor for R - 0.75 D.5.4a shear,steel failure modes Strength reduction factor for R Cond.A 1.15 D.5.4c tension,concrete failure modes R Cond.B 1.00 D.5.4c Strength reduction factor for R Cond.A 1.15 D.5.4c shear,concrete failure modes R Cond.B 1.00 D.5.4c Yield strength of anchor steel / MPa 640 Ultimate strength of anchor steel f w MPa 800 Effective cross-sectional area of Aso mm' 36.8 58.1 84.5 156.8 245.2 352.9 D.6.1.2 anchor Factored Steel Resistance in NkN 20.0 31.6 46.0 85.3 133.3 191.9 D.6.1.2 tension Sr Coefficient for factored concrete breakout resistance in tension k - 7 10 D.6.2.6 Modification factor for resistance in tension to account yI°" - 1.40 1.00 D.6.2.6 for uncracked concrete Factored pullout resistance in N kN 12.3 N/A D 6.3.2 20 Mpa uncracked concrete 0.":x, Factored pullout resistance in NkN 8.7 14.0 N/A D.6.3.2 20 MPa cracked concrete P Factored Steel Resistance in V kN 20.5 29.0 41.8 75.7 112.1 130.3 D.7.1.2c shear HSL-3,-B u Factored Steel Resistance in VkN 17.2 23.8 34.5 64.3 94.0 N/A D.7.1.2c shear HSL-3-G 5, Factored pullout resistance in 20 / MPa Concrete,seismic N[...;s"„° kN N A 33.4 Factored Steel Resistance in shear,seismic HSL-3,-B, Vs,.sesm° kN 13.1 24.0 33.7 70.3 82.6 108.2 -SH,-SK Factored Steel Resistance V kN 10.7 19.6 27.9 59.7 69.4 N/A in shear,seismic HSL-3-G u•u.. Axial stiffness in service load Boos, kN/mm 52.5 range,uncracked concrete Axial stiffness in service load 8 kN/mm 5.3 12.3 22.8 range,cracked concrete , 1.For more information,please visit www.hilti.ca and navigate Service/Downloads,then Technical Downloads and open the Limit States Design Guide. 2.Effective area Ase was revised in the document in 2011.The original area were estimates based on 70%of the gross area calculated using the nominal diameter.The revised values are the actual tensile stress areas. Hilti,Inc.(US)1.800.879.8000 1 www.us.hllti.com 1 en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 1 www.hlltl.ca I Anchor Fastening Technical Guide 2011 259 Mechanical Anchoring Systems 3.3.2 HSL-3 Heavy-duty Expansion Anchor TABLE 10- HSL-3 Design Information in accordance with CSA A23.3-04 Annex D' I.. Edge Distance,Spacing and Member Nominal Anchor Diameter Thickness Requirements Symbol Units M8 M10 M12 M16 M20 M24 Minimum member thickness h . mm 120 140 160 200 250 300 Critical edge distance coo mm 110 110 120 150 225 225 Minimum edge distance cm„ mm 60 70 90 120 125 150 Minimum anchor spacing s, mm 60 70 80 100 125 150 • Combination of edge distance and spacing For M8: stle$19„a mm greater of[332-(3.20 x cd„s,g„)]mm or s„„„ For M1D: sdesgn a mm greater of[456-(3.09 x car.*q„)]mm or s,,,,,, For M12: sdQ51g„a mm greater of[557-(3.08 x cAe$1g„)]mm or s,,,,,, For M16: sde,g„a mm greater of[650-(2.75 x cde5g„)]mm or s„,,, For M20: soon„a mm greater of[681 -(2.65 x cfe1g„)]mm or s For M24: sde5gn a mm greater of[675-(2.50 x ctle510)]mm or s,„„ 260 Hilti,Inc.(US)1.800-879-8000 I www.us.hiltl.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2011 Mechanical Anchoring Systems HSL-3 Heavy-duty Expansion Anchor 3.3.2 3.3.2.4 HSL-3 Installation Instructions Installation Instructions For Use(IFU)are included with each product package. They can also be viewed or downloaded on-line at www.us.hilti.com(US)and www.hilti.ca(Canada)-- "Service/Technical Info>>Technical Downloads>>Anchoring Systems". Because of the possibility of changes,always verify that downloaded IFU are current when used. Proper installation is critical to achieve full performance. Training is available on request. Contact Hilti Technical Services for applications and conditions not addressed in the IFU. 3.3.2.5 Ordering Information ", f lawn �- �.. - 'wslr11,11M!!! HSL-3 Bolt Version HSL-3-B Torque Cap HSL-3-G Stud Version Description Box Qty Description Box Qty Description Box Qty HSL-3 M 8/20 40 HSL-3-B M 12/5 20 HSL-3-G M 8/20 40 HSL-3 M 8/40 40 HSL-3-B M 12/25 20 HSL-3-G M 10/20 20 HSL-3 M 10/20 20 HSL-3-B M 12/50 10 HSL-3-G M 12/25 20 HSL-3 M 10/40 20 HSL-3-B M 16/10 10 HSL-3-G M 12/50 10 HSL-3 M 12/25 20 HSL-3-B M 16/25 10 HSL-3-G M 16/25 10 HSL-3 M 12/50 20 HSL-3-B M 20/30 6 HSL-3-G M 16/50 10 HSL-3 M 16/25 10 HSL-3-B M 24/30 4 HSL-3-G M 20/30 6 HSL-3 M 16/50 10 HSL-3-G M 20/60 6 HSL-3 M 20/30 6 HSL-3 M 20/60 6 � lar..'.. ...7-;;:. HSL-3 M 24/30 4 HSL-3 M 24/60 4 Counter sunk HSL-3 available upon request as a special item. Hilti,Inc.(US)1-800-879-8000 1 www.us,hiltl.com I en espanol 1-800-879-5000 I Hilti(Canada)Corp.1-800-363-4458 1 www.hllti.ca 1 Anchor Fastening Technical Guide 2011 261 7C'2-2O7 Queensbury •250• Home of Natural Beauty...A Good Place to Live TOWN OF QUEENSBURY 742 BAY ROAD QUEENSBURY NY 12804 518 761 8206 MICHAEL J PALMER. FIRE MARSHAL GARY K STILLMAN, DEPUTY FIRE MARSHAL OFFICE OF THE FIRE MARSHAL 2/20/2014 Dave, The attached specifications are for the proposed lagging of racking in the GF Hospital warehouse, 276 Dix Avenue. Permit#is 2013-488. They intend to start the process on Wednesday February 26. You are welcome to stop in any time. Mike Celebrating Our Sestercentennial 1762-2012 BOARD OF CITY OF Los ANGELES BUILDING AND SAFETY DEPARTMENT OF COMMISSIONERS CALIFORNIA BUILDING AND SAFETY s t. A„ "->'GGtRy F 201 NORTH FIGUEROA STREET LOS ANGELES,CA 90012 MARSHA L.BROWN F PRESIDENT tiII'III I© *;) $(Jb ROBERT R."BUD"OVROM VAN AMBATIELOS s.! GENERAL MANAGER VICE-PRESIDENT +'V471/49;0•8 RAYMOND S.CHAN,P.E.,S.E. VICTOR H.CUEVAS ANTONIO R.VILLARAIGOSA EXECUTIVE OFFICER HELENA JUBANY MAYOR Hilti, Inc. RESEARCH REPORT: RR 25903 5400 S. 122nd East Avenue (CSI # 03101) Tulsa, OK 74146 BASED UPON ICC ES EVALUATION Attn: Tom Haanen, P. E. REPORT NO. ESR-1545 (918) 872-3731 REEVALUATION DUE DATE May 1, 2014 Issued Date: May 1, 2012 Code: 2011 LABC GENERAL APPROVAL—Hilti HSL-3 Carbon Steel Heavy Duty Expansion Anchors for Cracked and Uncracked Concrete. DETAILS The above assemblies and/or products are approved when in compliance with the description, use, identification and findings of Evaluation Report No. ESR- 1545, reissued March 1, 2010, of the ICC Evaluation Service, Incorporated. The report, in its entirety, is attached and made part of this general approval. The parts of Evaluation Report No. ESR-1545 marked by an asterisk are modified or deleted by the Los Angeles City Building Department from this approval. The approval is subject to the following conditions: 1. The allowable and strength design values listed in the attached report and tables are for the fasteners only and do not include the supporting members. The supporting members shall be checked for structural adequacy. 2. The anchors shall be identified by labels on the packaging indicating the manufacturer's name and product designation. 3. The anchors shall be installed as per the attached manufacturer's instructions except as otherwise stated in this report. Copies of the installation instructions shall be available at each job site. RR 25903 Pagel of 3 LADBS G-5(Rev4112) AN EQUAL EMPLOYMENT OPPORTUNITY-AFFIRMATIVE ACTION EMPLOYER Hilti, Inc. RE: Hilti HSL-3 Carbon Steel Heavy Duty Expansion Anchors for Cracked and Uncracked Concrete. 4. Design values and minimum embedment requirements shall be per Tables in ICC-ES Report No. ESR-1545. 5. Special inspection in accordance with Section 1704 of the 2011 Los Angeles City Building Code shall be provided for anchor installations. 6. Calculations demonstrating that the applied loads or factored loads are less than the allowable load values or design strength level values respectively, described in this report shall be submitted to the plan check Engineer at the time of permit application. The calculations shall be prepared by a Civil or Structural. Engineer registered in the State of California. EXCEPTION: Anchors used for the installation of mechanical, plumbing and electrical equipment may be designed and detailed on a plan prepared by an engineer licensed by the state of California. RR 25903 Page 2 of 3 Hilti, Inc. RE: Hilti HSL-3 Carbon Steel Heavy Duty Expansion Anchors for Cracked and Uncracked Concrete. DISCUSSION The report is in compliance with the 2011 Los Angeles City Building Code. The approval is based on load tests in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements(AC193), dated February 2010, including optional suitability tests for seismic tension and shear; and profile steel deck soffit tests. This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revisions to the report must be submitted to this Department, with appropriate fee, for review in order to continue the approval of the revised report. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated,to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this approval have been met in the project in which it is to be used. The status of the referenced Evaluation Report No. ESR-1545 dated March 1, 2010 which is currently beyond its reexamination date is still valid. The validity of the evaluation report was verified with ICC. ALLEN PEERY, Chief Engineering Research Section 201 N. Figueroa St, Room 880 Los Angeles, CA 90012 Phone -213-202-9812 Fax -213-202-9943 AP:ap RR25903/Word.2010 R03/02/I I 5AI/1912 Attachments: ICC ES Evaluation Report No. ESR-1545 (10-pages) RR 25903 Page 3 of 3 Ea. ICC EVALUATION `, SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1545 Reissued March 1, 2010 This report is subject to re-examination in two years. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03—CONCRETE of this report. It is available in five head configurations, Section:03151—Concrete Anchoring illustrated in Figure 2 of this report. REPORT HOLDER: All carbon steel parts receive a minimum 5 pm (0.0002 inch)thick galvanized zinc coating. HILTI, INC. Dimensions and installation criteria are set forth in 5400 SOUTH 122ND EAST AVENUE Tables 1 and 2 of this report. Application of torque at the TULSA,OKLAHOMA 74146 head of the anchor causes the cone to be drawn into the (800)879-8000 expansion sleeve. This in turn causes the sleeve to expand www.us.hilti.com against the wall of the drilled hole. The ribs on the HiltiTechEnqOus.hilti.com collapsible element prevent rotation of the sleeve and cone during application of torque. Application of the specified EVALUATION SUBJECT: installation torque induces a tension force in the bolt that is equilibrated by a precompression force in the concrete HILTI HSL-3 CARBON STEEL HEAVY DUTY EXPANSION acting through the component being fastened. Telescopic ANCHORS FOR CRACKED AND UNCRACKED deformation of the collapsible element prevents buildup of CONCRETE precompression in the anchor sleeve in cases where the shear sleeve is in contact with the washer, and permits the 1.0 EVALUATION SCOPE closure of gaps between the work surface and the Compliance with the following codes: component being fastened. Application of tension loads that exceed the precompression force in the bolt will cause •2009 International Building Codes(2009 IBC) the cone to displace further into the expansion sleeve •2009 International Residential Code®(2009 IRC) (follow-up expansion), generating additional expansion force. ■2006 International Building Codes(2006 IBC) 3.1.2 HSL-3 (Bolt): The anchor consists of a stud bolt, * .-2006-International-Residential-Gedc(2006-IRG) steel washer, steel sleeve, collapsible plastic sleeve, steel Property evaluated: expansion sleeve and steel cone. This anchor is available in carbon steel only. The material specifications are as Structural follows: 2.0 USES • Bolt: Carbon steel per DIN EN ISO 898-1, Grade 8.8 The Hilti HSL-3 Heavy Duty Expansion Anchor is used to • Washer: Carbon steel per DIN EN 10025. resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight and structural sand- • Expansion cone: Carbon steel per DIN 1654-4. lightweight concrete having a specified compressive • Expansion sleeve: Carbon steel, M8-M16 per DIN strength 2,500 psi <_ f'e<8,500 psi (17.2 MPa < f'e<_ 58.6 10139, M20-M24 per DIN 2393-2. MPa). The Hilti HSL-3 anchors comply as anchors installed in hardened concrete in accordance with Section 1912 of • Steel sleeve: Carbon steel per DIN 2393-1. the IBC. The anchor system is an alternative to cast-in- • Collapsible sleeve: Acetal polyoxymethylene (POM) place anchors described in Section 1911 of the IBC. The resin. anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.1.3 HSL-3-G (Stud): The anchor has the same 3.0 DESCRIPTION components and material specifications as the HSL-3(bolt) with the exception that the bolt is replaced by a threaded 3.1 HSL-3 Carbon Steel Heavy Duty Sleeve Anchor: rod of carbon steel per DIN EN ISO 898-1 Grade 8.8 and a 3.1.1 General: The Hilti HSL-3 Carbon Steel Heavy Duty nut of carbon steel per DIN 934 Grade 8. A screwdriver Expansion Concrete Anchor, designated as the HSL-3, is a slot is provided on the exposed end of the threaded rod. torque-set, sleeve-type mechanical expansion anchor. The 3.1.4 HSL-3-B (Torque-Indicator Bolt): The anchor has HSL-3 is comprised of seven components which vary the same components and material specifications as the slightly according to anchor diameter, as shown in Figure 1 HSL-3 (bolt) with the addition of a torque cap nut that ICC-ES Etahmtimr Reports are not in he construed as representing aesthetics or tint other attributes not specifically addressed.nor are they to be construed SSI OS an endorsement ofte'subject oI the report or a recommendation for its rise. There is no warranty hr ICC Evaluation Service.Inc..express or implied.as a_ p t to any or other matter in this reprn7.nr acs to any produi covered hr the report. v.n Copyright©2010 * DELETED BY THE CITY OF LOS ANGELES Page 1of10 ESR-1545 I Most Widely Accepted and Trusted Page 2 of 10 permits the proper setting of the anchor without a torque- 4.1.4 Requirements for Critical Edge Distance: In indicator wrench. The torque cap is zinc alloy complying applications where c <cab and supplemental reinforcement with DIN 1743. A hexagonal nut is fastened to the bolt to control splitting of the concrete is not present, the head by three countersunk rivets. When the anchor is concrete breakout strength in tension for uncracked tightened, the torque is transmitted to the cap. When the concrete, calculated according to ACI 318 D.5.2, must be torque corresponding to correct anchor expansion is further multiplied by the factor 1Pcp,N as given by the attained, the three countersunk rivets shear off, leaving the following equation: torque cap to rotate freely. 3.1.5 HSL-3-SH: The anchor has the same components cp N= c (Eq-1) and material specifications as the HSL-3 (bolt) with the c"` exception that the bolt head is configured to accept a whereby the factor tijcp,N need not be taken as less than hexagonal Allen wrench. 3.1.6 HSL-3-SK: The anchor has the same components 1.5her. For all other cases, (Pcp.N = 1.0. Values for the and material specifications as the HSL-3 (bolt) except that cac the bolt head is configured for countersunk applications, is critical edge distance cac must be taken from Table 4 of configured to accept a hexagonal Allen wrench and is this report. The values Cac,A are valid for a member provided with a conical washer. The bolt is carbon steel thickness h >_ hm;n,A and the values cac.a for hmin,e <_ h < per DIN ISO 4759-1 and DIN EN ISO 898-1, Grade 8.8. hm,n,A• 3.2 Concrete: 4.1.5 Requirements for Pullout Strength in Tension, Normal weight and structural sand lightweight concrete Npn: The nominal pullout strength of a single anchor or a group of anchors, in accordance with ACI 318 D.5.3.1 and must conform to Sections 1903 and 1905 of the IBC. D.5.3.2 in cracked and uncracked concrete, Np,cr and 4.0 DESIGN AND INSTALLATION Np,uncr, respectively, is given in Table 3 of this report. In lieu of ACI 318 D.5.3.6, Cic,p = 1.0 for all design cases. In 4.1 Strength Design: accordance with ACI 318 D.5.3.2, the nominal pullout 4.1.1 General: Design strength of anchors in accordance strength in cracked concrete can be adjusted by with the 2006 IBC and 2006 IRC must be in accordance calculation according to the following equation: with ACI 318-05 Appendix D and this report. Design strength of anchors in accordance with the 2009 Npn.rc=Np,cr f (lb, psi) (Eq-2) IBC and Section 301.1.3 of the 2009 IRC must be 2,500 determined in accordance with ACI 318-08 Appendix D and this report. A design example according to the 2009 IBC is given in Figure 4 of this report. Design parameters ,f. are based on the 2009 IBC (ACI 318-08) unless noted Npn.r'c=Np,cr (N, MPa) otherwise in Sections 4.1.1 through 4.1.12 of this report. 7.2 The strength design of anchors must comply with ACI 318 In regions where analysis indicates no cracking in D.4.1, except as required in ACI 318 D.3.3. accordance with ACI 318 D.5.3.6, the nominal pullout Strength reduction factors, rp, as given in ACI 318 D.4.4 strength in tension must be calculated according to the must be used for load combinations calculated in following equation: accordance with Section 1605.2.1 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318 D.4.5 must be used for load combinations Npn,rc=Np,uncr f' (Ib, psi) (Eq-3) calculated in accordance with ACI 318 Appendix C. 2,500 The value of f'c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance ff with ACI 318 D.3.5. Strength reduction factors, ¢, Npn,rc=Np,uncr J`' (N, MPa) corresponding to ductile steel elements may be used for 17.2 the HSL-3. Where values for Np,cr or Np,uncr are not provided in Table 4.1.2 Requirements for Static Steel Strength in 3, the pullout strength in tension need not be evaluated. Tension, Nsa: The static steel strength in tension must be 4.1.6 Requirements for Static Steel Strength of calculated in accordance with ACI 318 D 5.1.2. The values Anchor in Shear Vsa: In lieu of the value of Vsa as given in for Nsa are given in Table 3 of this report. ACI 318 D.6.1.2(b), the values of Vsa given in Table 3 of 4.1.3 Requirements for Concrete Breakout Strength this report must be used and not derived by calculation. in Tension, Ncb and Ncbg: The nominal concrete breakout 4.1.7 Requirements for Static Concrete Breakout strength of a single anchor or group of anchors in tension, Strength of Anchor in Shear, Vcb or Vcbg: Static concrete Ncb and Ncbg, respectively must be calculated in breakout strength shear capacity must be calculated in accordance with ACI 318 D.5.2, with modifications as accordance with ACI 318 D.6.2 based on the values described in this section. The basic concrete breakout provided in Table 3. The basic concrete breakout strength strength in tension, Nb, must be calculated according to of a single anchor in shear, Vb, must be calculated in ACI 318 D.5.2.2 using the values of her,.,,,and kcr as given accordance with ACI 318 D.6.2.2 using the values of!a and in Table 3 of this report in lieu of ha and k, respectively. da given in Table 3 of this report. The nominal concrete breakout strength in tension, in regions where analysis indicates no cracking in 4.1.8 Requirements for Static Concrete Pryout accordance with ACI 318 D.5.2.6, must be calculated with Strength of Anchor in Shear, Vcp or Vcpg: The nominal (Pc,N= 1.0 and using the value of kuncras given in Table 3 of static concrete pryout strength of a single anchor or group this report. of anchors in shear, Vcp or Vcpg, must be calculated in ESR-1545 I Most Widely Accepted and Trusted Page 3 of 10 accordance with ACI 318 D.6.3, modified by using the where value of kcp provided in Table 3 of this report and the value Talowabre.ASD=Allowable tension load (lbf or kN) of No or Ncbg as calculated in accordance with Section 4.1.3 of this report. Vallowable.ASD=Allowable shear load(lbf or kN) 4.1.9 Requirements for Interaction of Tensile and N„= Lowest design strength of an anchor or anchor group Shear Forces: For loading that includes combined tension in tension as determined in accordance with ACI 318 and shear, the design must be performed in accordance Appendix D and 2009 IBC Section 1908.1.9 or 2006 IBC with ACI 318 D.7 Section 1908.1.16. V„= Lowest design strength of an anchor or anchor group 4.1.10 Requirements for Minimum Member Thickness, in shear as determined in accordance with ACI 318 Minimum Anchor Spacing and Minimum Edge Appendix D and 2009 IBC Section 1908.1.9 or 2006 IBC Distance: In lieu of ACI 318 D.8.3, values of c„,,„ and s„,;,, Section 1908.1.16. as given in Table 4 of this report must be used. In lieu of ACI 318 D.8.5, minimum member thicknesses hnun as a= Conversion factor calculated as a weighted average of given in Table 4 of this report must be used. Additional the load factors for the controlling load combination. In combinations for minimum edge distance c„,;„and spacing addition, a shall include all applicable factors to account for s,n,„ may be derived by linear interpolation between the nonductile failure modes and required over-strength. given boundary values. (See example in Table 4 of this 4.2.1 Interaction: In lieu of ACI 318 Section D.7.1, D.7.2 report.) and D.7.3, interaction must be calculated as follows: 4.1.11 Structural Sand-lightweight Concrete: ACI-318- For shear loads V <_ 0.2Vaeowabre,Aso, the full allowable 05: When anchors are used in structural sand-lightweight load in tension Taiowable,ASD may be taken. concrete, Nb, Np.uncr, Np,cr, Neq and Vb must be multiplied by For tension loads T<_ 0.2Talrowab,e,ASD, the full allowable 0.60, in lieu of ACI 318 D.3.4. load in shear Vanowab,e.ASD may be taken. ACI 318-08: When anchors are used in structural sand- For all other cases: lightweight concrete, the modification factor A for concrete breakout strength must be taken as 0.6. Additionally the T V + <_ 1.2 pullout strength Nper, Npuncr and Al”must be multiplied by Tallowable,ASD Vallowable,ASD 0.6, as applicable. (Eq-6) 4.1.12 Requirements for Seismic Design: For load 4.3 Installation: combinations including earthquake the design must be Installation parameters are provided in Tables 1 and 2 and performed according to ACI 318 D.3.3 as modified by in Figure 3 of this report.Anchors must be installed per the Section 1908.1.9 of the 2009 IBC or Section 1908.1.16 of manufacturer's published instructions and this report. the 2006 IBC. The nominal steel strength and the nominal Anchor locations must comply with this report and the concrete breakout strength for anchors in tension and the plans and specifications approved by the code official. nominal concrete breakout strength and pryout strength for Anchors must be installed in holes drilled into concrete anchors in shear must be calculated according to ACI 318 using carbide-tipped drill bits complying with ANSI D.5 and D.6, respectively, taking into account the B212.15-1994. Prior to anchor installation, the dust and corresponding values given in Table 3 of this report. The debris must be removed from the predrilled hole in anchors comply with ACI 318 D.1 as ductile steel accordance with the manufacturer's published instructions. elements, and must be designed in accordance with 2009 The nut must be tightened against the washer until the IBC Section 1908.1.9 D.3.3.4 or D.3.3.5 or 2006 IBC torque values specified in Table 2 are achieved. Section 1908.1.16 D.3.3.4 or D.3.3.5. The nominal steel 4.4 Special Inspection: strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with Special inspection is required, in accordance with Section ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 1704.13 of the IBC The special inspector must make and 4.1.3 of this report. In accordance with ACI 318 periodic inspections during anchor installation to verify D.5.3.2, the nominal pullout strength kg described in anchor type, anchor dimensions, concrete type, concrete Table 3 must be used in lieu of Np. The values of Neq may compressive strength, hole dimensions, anchor spacing, be adjusted for concrete strength as follows: edge distances, concrete thickness, anchor embedment, and adherence to the manufacturer's published installation cinstructions. The special inspector must be present as often as required in accordance with the "statement of Neg.rc__NeQ 2,500 (Ib, psi) (Eq 4) special inspection.”Additional requirements as set forth in Sections 1705 and 1706 of the IBC must be observed, where applicable. Neq,rc=Neg� f� (N, MPa) 17.2 5.0 CONDITIONS OF USE If no values for Neq are given in Table 3, the static design The Hilti HSL-3 anchors described in this report comply with the codes specifically listed in Section 1.0 of this strength values govern. (See Section 4.1.5 of this report.) report,subject to the following conditions: 4.2 Allowable Stress Design(ASD): 5.1 Anchor sizes, dimensions and minimum embedment Design values for use with allowable stress design load depths are as set forth in the tables of this report. combinations calculated in accordance with Section 1605.3 5.2 The anchors are installed in accordance with the of the IBC shall be established as follows: manufacturer's published installation instructions and this report, in concrete with a specified strength of ON„ n 0V f'c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). TJllow„ble.ASD = a and „a„„„r,l,�.:rsl� = a (Eq-5) In case of conflict between this report and the manufacturer's instructions, this report governs. ESR-1545 I Most Widely Accepted and Trusted Page 4 of 10 5.3 Anchors must be installed in cracked and uncracked • Anchors are used to resist wind or seismic forces normal-weight or structural sand- lightweight concrete only. having a specified strength of f'c=2,500 psi to 8,500 • Anchors that support a fire-resistance-rated psi (17.2 MPa to 58.6 MPa). envelope or a fire-resistance-rated membrane, are 5.4 The values of f'c used for calculation purposes must protected by approved fire-resistance-rated not exceed 8,000 psi(55.1 MPa). materials, or have been evaluated for resistance to 5.5 Strength design values are established in accordance fire exposure in accordance with recognized with Section 4.1 of this report. standards. 5.6 Allowable stress design values are established in • Anchors are used to support nonstructural accordance with Section 4.2 of this report. elements. 5.7 Anchor spacing and edge distance as well as 5.13 Use of zinc-coated carbon steel anchors is limited to minimum member thickness must comply with Table dry, interior locations. 4 of this report. 5.14 Special inspection must be provided in accordance 5.8 Prior to installation, calculations and details with Section 4.4 of this report. demonstrating compliance with this report must be submitted to the code official. The calculations and 5.15 Anchors are manufactured for Hilti, Inc., by Frigo details must be prepared by a registered design Zerspanungstechnik, GmbH, Niiziders, Austria, with professional where required by the statues of the quality control inspections by Underwriters jurisdiction in which the project is to be constructed. Laboratories Inc. (AA-668). 5.9 Since an ICC-ES acceptance criteria for evaluating 6.0 EVIDENCE SUBMITTED data to determine the performance of expansion Data in accordance with the ICC-ES Acceptance Criteria anchors subjected to fatigue or shock loading is for Mechanical Anchors in Concrete Elements (AC193), unavailable at this time, the use of these anchors dated February 2010. under such conditions is beyond the scope of this report. 7.0 IDENTIFICATION 5.10 Anchors may be installed in regions of concrete The anchors are identified by packaging labeled with the where cracking has occurred or where analysis evaluation report holder's name (Hilti, Inc.) and address, indicates cracking may occur (f, > fr), subject to the anchor name, anchor size, evaluation report number conditions of this report. (ICC-ES ESR-1545), and the name of the inspection 5.11 Anchors may be used to resist short-term loading due agency (Underwriters Laboratories Inc.). The anchors have to wind or seismic forces, subject to the conditions of the letters HSL-3 and the anchor size embossed on the this report. sleeve. 5.12 Where not otherwise prohibited in the code, anchors are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled: ESR-1545 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 1-ANCHOR DIMENSIONAL CHARACTERISTICS(mm) ANCHOR Nom. Max.thickness of fastened e4 VERSION bolt part, t, corresponding to ds el e2 e3 twashe (see Fig.2) dia. anchor length options min. max. r HSL-3(bolt) M8 20 40 5< t s 200 1 11.9 12.0 32.0 15.2 19.0 214.0 2.0 HSL-3-G M10 20 40 5< t<_200 1 14.8 14.0 36.0 17.2 23.0 218.0 3.0 HSL-3(bolt) M12 25 50 5< t<_200 1 17.6 17.0 40.0 20.0 28.0 223.0 3.0 HSL-3-G M16 25 50 5< t<_200 1 23.6 20.0 54.4 24.4 34.5 224.5 4.0 HSL 3 B M20 30 60 10 <t s 200 1 27.6 20.0 57.0 31.5 51.0 241.0 4.0 HSL-3(bolt) M24 30 60 10 <t<_200 1 31.6 22.0 65.0 39.0 57.0 247.0 4.0 HSL-3-B HSL-3-SH M8 5 11.9 12.0 32.0 15.2 19.0 2.0 M10 20 14.8 14.0 36.0 17.2 38.0 3.0 M12 25 17.6 17.0 40.0 20.0 48.0 3.0 HSL-3-SK M8 10 20 11.9 12.0 32.0 15.2 18.2 28.2 2.0 M10 20 , 14.8 14.0 36.0 17.2 32.2 3.0 M12 25 17.6 17.0 40.0 20.0 40.0 3.0 For pound-inch units: 1 mm=0.03937 inches. 'custom anchor lengths bolt f :.-._._._._. shown version i t Ile _IIIN ._ _ _._._. ;.i._._. . 1 i 12 13 14 I - 'Y' twasher I.' z. i � El C For determination of E E required hole depth: hn,actrrrd u=h +t-tpl '��' • g � See Tables 2 and 3 for values 1 ri of h„and he,.min . ,ir Illustration of Anchor Dimensional Characteristics ESR-1545 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 2—SETTING INFORMATION Nominal anchor diameter Parameters Symbol Units M8 M10 M12 M16 M20 M24 Nominal drill bit diameter' dblt mm 12 15 18 24 28 32 TE-CX TE-CX TE-C TE-C-T TE-C-T Hilti matched-tolerance carbide-tipped 12/22 15/27 18/22 24/27 28/27 TE-YX drill bit TE-YX TE-YX TE-YX TE-YX TE-YX 32/37 12/35 15/35 18/32 24/32 28/32 HSL-3, HSL-3-G, mm 80 90 105 125 155 180 HSL-3-B, ho Minimum hole depth HSL-3-SK (in.) (3.15) (3.54) (4.13) (4.92) (6.10) (7.09) mm 85 95 110 HSL-3-SH ho (in.) (3.35) (3.74) (4.33) Clearance hole diameter in part being mm 14 17 20 26 31 35 fastened dh (in.) (0.55) (0.67) (0.79) (1.02) (1.22) (1.38) Max. cumulative gap between part(s) mm 4 5 8 9 12 16 being fastened and concrete surface (in.) (0.16) (0.20) (0.31) (0.35) (0.47) (0.63) Washer diameter HSL-3, HSL-3-G, mm 20 25 30 40 45 50 HSL-3-B dw (in.) (0.79) (0.98) (1.18) (1.57) (1.77) (1.97) Nm 25 50 80 120 200 250 Installation torque HSL-3 Tinst I (ft-lb) (18) (37) (59) (89) (148) (185) • Wrench size HSL-3, HSL-3-G - mm 13 17 19 24 30 36 Wrench size HSL-3-B - mm 24 30 36 41 Nm 20 35 60 80 160 Installation torque HSL-3-G Tinst (ft-lb) (15) (26) (44) (59) (118) Allen wrench size for HSL-3-SH - mm 6 8 10 Nm 20 35 60 Installation torque HSL-3-SH Tinst (ft-lb) (15) (26) (44) Allen wrench size for HSL-3-SK - mm 5 6 8 Nm 25 50 80 Installation torque HSL-3-SK Tinst (ft-Ib) (18) (37) (59) mm 22.5 25.5 32.9 Diameter of countersunk hole HSL-3-SK dsk (in.) (0.89) (1.00) (1.29) For pound-inch units: 1 mm=0.03937 inches, 1 Nm=0.7376 ft-lbf. 'Use metric bits only. Step 1. ,...., .,. ia�,++�^� eY �, ':,•+i.i.' ,:. V.,P Y�'vi n}yL~, Step 3' t4.1%11.7.W •----- - • ,- Usingthe correct diameter ¢¢ 2,-...—t01• ' .V.4.3.•>;•44-0"4"'t, `'' ..1 a hammer,tap the anchor �?.C:'i•.•.I. ��• metric bit,drill hole to „.•. -ti a;•,;•;; •- t: .:, Using V .. a ,1 minimum required hole '1__�IIIII through the part being fastened into the . �. !! or deeper. depth ”-"� tlnlled hole until the washer is in contact , y, r ,t .; w I r, 'a L'.. sir. r; r t • with the fastened part.Do not expand -2i,4154144:;tta i Y ti`• � ;j 1 ;';� anchor by hand poor to installation. ;:'.;Yx Y:�s r4 c l .• .:2,...,.v...,....,..,-„,;;;...0,.......: _ Step 2: .,.•-'A .'F•,;•^;,a� •:r Step4 try '�:f, ,Jy.f'O.i,vtcr'o° d� :• �z aP' r'I Usmg a torque wrench,apply the i;�;•`,.r'�r�.1[w�q ;,'0=9'y Remove drilling debris with a `y�' .''A e g' tt.2,, , - -r. �r,�£ '?,. t;tt •i '•rn> y, specified installation torque.HSL- " :':r•:• •v�,;_:c.t,... blowout bulb or with .; K� ••e:<;:p•d;. :'.4-1:::;:-..r._y 1,+;�r.:r=fir• --ll t • . ( 3.8 does not require use of a ��, compressed air. __ �� � torque wrench Torque Wrench Installation Instructions ESR-1545 I Most Widely Accepted and Trusted Page 7 of 10 . TABLE 3-DESIGN INFORMATION Nominal anchor diameter Design parameter Symbol Units M8 M10 M12 M16 M20 M24 mm 12 15 18 24 28 32 Anchor O.D. dad°) in. 0.47 0.59 0.71 0.94 1.10 1.26 mm 60 70 80 100 125 150 Effective min.embedment depth' hel,min in. 2.36 2.76 3.15 3.94 4.92 5.91 Anchor category' 1,2 or 3 - 1 1 1 1 1 1 Strength reduction factor for tension, - 0.75 steel failure modes Strength reduction factor for shear,steel th - 0.65 failure modes Strength reduction factor for tension, Cond.A 0.75 concrete failure modes' Cond.B 0.65 Strength reduction factor for shear, Cond.A 0.75 concrete failure modes' 0 Cond.B 0.70 Yield strength of anchor steel fya lb/in2 92,800 Ultimate strength of anchor steel fora lb/in2 116,000 Tensile stress area Ase in' 0.057 0.090 0.131 0.243 0.380 0.547 Steel strength in tension Nsa lb 6,612 10,440 15,196 28,188 44,080 63,452 Effectiveness factor uncracked concrete kuncr - 24 24 24 24 24 24 Effectiveness factor cracked concrete' kcr - 17 24 24 24 24 24 Modification factor for cracked and we N - 1.00 1.00 1.00 1.00 1.00 1.00 uncracked concrete Pullout strength uncracked concrete6 Np,u„cr lb 4,204 - - - - - Pullout strength cracked concrete6 Np,cr lb 2,810 4,496 - - - - Steel strength in shear HSL-3,-B,-SH,-SK Vsa lb 7,239 10,229 14,725 26,707 39,521 45,951 Steel strength in shear HSL-3-G Vsa lb 6,070 8,385 12,162 22,683 33,159 Coefficient for pryout strength Ka - 1.0 2.0 mm 24 30 36 48 56 64 Load bearing length of anchor in shear 4 - in. 0.94 1.18 1.42 1.89 2.20 2.52 Tension pullout strength seismic' Nag lb - - - - - 14,320 Steel strength in shear,seismic' lb 4,609 8,453 11,892 24,796 29,135 38,173 HSL-3,-B,-SH,-SK Vag Steel strength in shear,seismic lb 3,777 6,924 9,824 21,065 24,459 HSL-3-G uncracked /? 300 Axial stiffness in service concrete r" ""a load ranges cracked 10'lb/in. °r 30 70 130 130 130 130 For SI: 1 inch=25.4 mm, 1 lbf=4.45 N, 1 psi=0.006895 MPa.For pound-inch units: 1 mm=0.03937 inches. 'See Table 1. 'See ACI 318 D.4.4. 'For use with the load combinations of ACI 318 9.2.Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. 'See ACI 318 D.5.2.2. 6See ACI 318 D.5.2.6. 6See Section 4.1.5 of this report. 'See Section 4.1.12 of this report. 6Minimum axial stiffness values,maximum values may be 3 times larger(e.g.,due to high-strength concrete). ESR-1545 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4—EDGE DISTANCE,SPACING AND MEMBER THICKNESS REQUIREMENTS'.2 Case Dimensional Symbol Units Nominal anchor diameter parameter M8 M10 M12 M16 M20 M24 Minimum concrete in. 4-3/4 5-1/2 6-1/4 7-7/8 9-7/8 11-7/8 A thickness hmnA (mm) (120) (140) (160) (200) (250) (300) in. 4-3/8 4-3/8 4-3/4 5-7/8 8-7/8 8-7/8 A Critical edge distance2 Cac,A (mm) (110) (110) (120) (150) (225) (225) in. 2-3/8 2-3/4 3-1/2 4-3/4 5 5-7/8 A Minimum edge distance' Cmin,AA mm (60) (70) (90) (120) (125) 150 ( ) ( ) A Minimum anchor SmnAA in. 5-1/2 9-1/2 11 12-5/8 13-3/4 11-7/8 spacing (mm) (140) (240) (280) (320) (350) (300) in. 3-3/8 5 6-1/8 7-7/8 8-1/4 8-1/4 A Minimum edge distance' Cmm,AB (mm) (85) (125) (155) (200) (210) (210) A Minimum anchor Smin,A6 in. 2-3/8 2-3/4 3-1/8 4 5 5-7/8 spacing (mm) (60) (70) (80) (100) (125) (150) Minimum concrete ,_ 4 in. 4-3/8 4-3/4 5-3/8 6-1/4 7-1/2 8-7/8 B thickness mn,e (mm) (110) (120) (135) (160) (190) (225) in. 5-7/8 6-7/8 7-7/8 9-7/8 12-3/8 14-3/4 B Critical edge distance' Cac,e (mm) ( ) mm (150) (175) (200) (250) (312.5) 375 in. 2-3/8 3-1/2 4-3/8 6-1/4 7-7/8 8-7/8 B Minimum edge distance' Cmsn,BA (mm) (60) (90) (110) (160) (200) (225) B Minimum anchor Smn,BA in. 7 10-1/4 12-5/8 15 15-3/4 15 spacing (mm) (180) (260) (320) (380) (400) (380) in. 4 6-1/4 7-7/8 10-5/8 11-7/8 12-5/8 B Minimum edge distance' Cnyn,BB mm (100) (160) (200) (270) (300) ( ) (320) Minimum anchor in. 2-3/8 2-3/4 3-1/8 4 5 5-7/8 B spacing' Smin,BB (mm) (60) (70) (80) (100) (125) (150) For pound-inch units: 1 mm=0.03937 inches. 'See Section 4.1.10 of this report. 'See Section 4.1.4 of this report. 'Denotes admissible combinations of hm;n,cu,c,,,;,,and s,, .For example, h„.„,A+cuA+c,,,;,AA+Sm;nAA or hm;n,A+Cap+cminAB+sm,nAB are admissible,but hm;nA+CCB+cm,nAB+smin,BBis not. However,other admissible combinations for minimum edge distance c, and spacing sm;n for hmin,A or hm;n.e may be derived by linear interpolation between boundary values(see example for hmin,A below). 'For the HSL-3-SH M8,M10 and M12 diameters,the minimum slab thickness hmin,e must be increased by 5 mm(3/16"). - i Sdesign i Cdesign 0) -I • 4 0 hmin.A @ QCmin,AA.Smn,AA - Example of allowable "i` `aT1 i': I • minimum edge distance (`I ' Sdesign Cmin,AB,Smn,AB and minimum spacing Iii g� h >hmin,A - f t i I I I , I I • Cdesign edge distance c Example of allowable interpolaton of minimum edge distance and minimum spacing ESR-1545 I Most Widely Accepted and Trusted Page 9 of 10 TABLE 5—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES''Z'''`•s.°.'a Nominal Anchor Diameter Effective Embedment Allowable Tension(lbs) mm inches f'c=2500 psi • M8 60 2.36 1,846 M10 70 2.76 2,417 M12 80 3.15 2,946 M16 100 3.94 4,122 M20 125 4.92 5,751 M24 150 5.91 7,572 'Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318 Section 9.2(no seismic loading). '30%dead load and 70%live load,controlling load combination 1.2D+1.6L 5Calculation of weighted average for a=0.3"1.2+0.7"1.6=1.48 6 fc=2,500 psi(normal weight concrete). 7 Ca1=Ca2 Z Cae 8h z hmin 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided. 10 0 factor is 0.65 Collapsible element Hexagonal—,, bolt head \1.-- - M8,fv110,fv112 .— --— . • _._._. ._._. .._ ill Cone Shear sleeve �In.s l/INII . r ExpansionfiJ Bolt sleeve Washer M20,M24 i l FIGURE 1—HSL-3(BOLT VERSION SHOWN) —, Marking ` ±_... . .-_-_,:. 4101101100 _ �; -f-.— - � \ \ \\ \A 0 Countersunk Hexagonal socket Safely cap Threaded rod Bolt \J I I !• version head screws Version Version Version T-'" (HSL-3-SR) (HSL.3-SH) (HSL.3-B) (HSL-3-GI IHSL-3) ��!= .� n FIGURE 2—HSL-3 HEAD CONFIGURATIONS \�; \ \ `r 1 \ 1 Effective anchorage depth Borehole depth Fixture Thickness of concrete member thickness FIGURE 3—CORRECT INSTALLATION OF HSL-3 • ESR-1545 I Most Widely Accepted and Trusted Page 10 of 10 Given: AA AN (2)HSL-3 M10 anchors under static tension load as i Tallow >1.5 her shown. --- _I her=2.76 in. _ Slab on grade with f'c= 3,000 psi. tri I'� No supplementary reinforcing. e % 1 --- I ..s=6 Assume uncracked normal-weight concrete. 1 �,i ' ` ;° Condition B(ACI 318 D.4.4 c) - I5 " Calculate the allowable tension load for this configuration. I1 >1.5 her � . >1.5her c4' ' i A-A ACI 318 ESR-1545 Step 1. Calculate steel strength of anchor in tension Nsa = nAseut,Nf = 2 x 0.090 x116,000 = 20,8801b D.5.1.2 Table 3 Step 2. Calculate steel capacity 01)A/se = 0.75 x 20,880 =15,600lb D.4.4 a Table 3 Step 3. Calculate concrete breakout strength of anchor in tension ANc D.5.2.1 §4.1 NN„, _- 4rec,NtPed,NLPc,NiVcp,NNb ANco Step 4.Verify minimum spacing and edge distance: Smin D.8 Table 3 Table 4 Case A: h min=5-1/2 in. <6 in. okay (2.75, 9.5) Table 4 9.5-2.75 slope= _-3.0 2.75-5 5.75 (5, 2.75) For cmin =4 in. Smin =9.5-[(4-2.75)(-3.0)] =5.75 in. <6 in. •'.okay 4 Cmin Step 5. Calculate ANco and ANc for the anchorage: ANco = 9 h =9(2.76)2 =68.6 in2 RD.5.2.1 Table 3 A = (1.5hef +c)(3hef +s)= [1.5(2.76)+4][3(2.76)+6]= 116.2 in 2<2ANco :. okay Nc Step 6. Calculate Nb=kun„Ag hi}5=24(1.0) 3,000(2.76)'•5 =6,027/b D.5.2.2 Table 3 Step 7. Modification factor for eccentricity no eccentricity eN =0 .. 4) =1.0 D.5.2.4 - ec,N Step 8. Modification factor for edge 1.5hef = 1.5(2.76) =4.13 in.>c •'• 4'ed,N must be calculated D.5.2.5 Table 3 4 LP ed,N = 0.8 + 0.3 = 0.99 1.5(2.76) Step 9. Modification factor for cracked concrete,k=24 used in D.5.2.2 4ic N =1.0 D.5.2.6 Table 3 (see Step10) max Ic41.5hefI _ 1.5(2.76) Step 10. Splitting Modification factor �cp,N = c =0.94 D.5.2.7 Table 4 ac 4.375 116.2 Step 11. Calculate N = x 1.0 x 0.99 x 1.0 x0.94x6,027=9,5001b D.5.2.1 - cbg 68.6 §4.1.3 Step 12. Check pullout strength in Table 3 Np,uncr does not govern D.5.3.2 Table 3 Step 13. 0Ncbg = 0.65x9,500 = 6,175 lb<cDN5 mNcb9 controls D.4.4 c Table 3 FIGURE 4-EXAMPLE CALCULATION EXIT EXIT EXIT EXIT r -i I 1 r-1 I I I I I I I I 1H I I I I I i I I i I I I I I I I I I I I 1 I I I I i 1 I I I 1 I I I I 1 I i i I W I I I I J I I 1 I Z I 1 I I U I I I I W I I I I C I I I l ~ I I I 1 L_J L` L_J ACK SHELVING LAYOUT NOT TO SCALE EXIT AGE ; EXIT 1 L-- Pi,ACK ` I I i)CT 17 ZU13 1 w Q J 4.� r` >r. k4� . . . . . . . . . . . . 74 � V 19 1, X\ ��y x l l s`. r � rkt/ar,Y ar � Yr/y ptt r 4, � (�.,- c, `� t 4_ yl F S5 J -r L LANDSCAPIN Pil )POUIP- SITE_? 1 14 -- IIS [Af,�kPiCAP A,�r 3q let .9ASS - 1Y y � + -'Ti�5177