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HomeMy WebLinkAbout2850 GAZELLE CT; ; PREV2020-0033; Permit(ityof PERMIT REPORT Carlsbad Print Date: 04/26/2021 Permit No: PREV2020-0033 Job Address: 2850 GAZELLE CT, CARLSBAD, CA 92010 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Parcel U: 2091202700 Track U: Applied: 02/24/2020 Valuation: $0.00 Lot U: Issued: 03/20/2020 Occupancy Group: Project U: DEV09042 Finaled Close Out: 04/26/2021 #of Dwelling Units: Plan U: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check U: CBC2019-0161 Inspector: PBurn Plar Check U: Final Inspection: Project Title: IONIS PHARMACEUTICALS Description: IONIS: MECHANICAL UNIT CONNECTIONS Applicant: Property Owner: Contractor: AYISHA OATMAN IONIS PHARMACEUTICALS INC DPR CONSTRUCTION A GENERAL PARTNERSHI 2550 5TH AVE, # 115 2855 GAZELLE CT 1450 VETERANS BLVD SAN DIEGO, CA 92103-6615 CARLSBAD, CA 92010 REDWOOD CITY, CA 94063-2617 (619) 685-3990 (858) 597-7070 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE - $300.00 Total Fees: $335.00 Total Payments To Date: $335.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-85601 I .www.carlsbadca.gov PLAN. CHECK REVISION OR . Development Services City of DEFERRED SUBMITTAL Building Division Ca. l b d APPLICATION 1635 FaradayAvenue S '1. 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CPC ZQt -O o\ Plan RevisiOn Number Pf2.Si2O2O o33 Project Address 6PZE1L Co- C 0 General Scope of Revision/Deferred Submittal: s.)p1 cO iCToi- / t&,E ZvEk CONTACT INFORMATION: Name CeLL hf-j~SQtA Phone (5O-02$ F Address ??'?' V' '3T. City 5AP Zip Email Address c3b ciOCe.e. . Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1. Elements revised: El Plans )~ Calculations Soils Li Energy fl Other 2. . 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? LJI'es JZ No Does this revision affect any fire related is Yes No Is this a complete set? Yes tA No Signature_ Date t,Z/2C 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 F: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov . EsGVil A SAFEbuiLfCompariy /ET:I DATE: MAR. 02, 2020 APPLICANT URIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2O19-0161 (REV._3) - PREV2O2O-0033 PROJECT ADDRESS: 2850 GAZELLE COURT PROJECT NAME: IONIS (CONFERENCE CENTER - T.I.) Z The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. IjjII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Ayisha Oatman Telephone #: 619-685-3990 Date contacted:',42..G(by/1 ) Email: aotman(dqa-sd.com Mail Telephone Fax In Person REMARKS: The mechanical-units connections anchorage details & calculations, a deferred submittal package, are under this permit only. By: ALl SADRE, S.E. Comments: Approved plans were included. EsGil 2/27 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-0161 (REV.-3) - PREV2020-0033 MAR. 02, 2020 (DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0161 (REV.-3) - PREV2020-0033 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 02, 2020 BUILDING ADDRESS: 2850 GAZELLE COURT BUILDING OCCUPANCY: B/A3; II-A/ SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB By Ordinance 1997 UBC Building Permit Fee I 1 1997 UBC Plan Check Fee Type of Review: r Complete Review T Structural Only fl Other 1 Repetitive Fee Hourly 21 Hrs. @ * I [j Repeats 177 - . '1 EsGul Fee $120.00 1 $240.001 F' F' r * Based on hourly rate Comments: Sheet 1 of 1 PREV20 20-0033 2850 GAZELLE CT IONIS: MECHANICAL UNIT CONNECTIONS DEV09042 209.1202700 CBC2019-0 161 2/24/2020 P REV2O2O-0033 Date Printed: 01/21/2020 0410 PM : Detailed, by R Submittal Package Approval Sheet C ON SIR UCTI ON lonis Pharmaceuticals, Inc. - Conterencing Center DPR Construction, A General Partnership 2855 Gazelle Court Project.#: D1-A18014-00 Carlsbad, CA 92010-6670 - : Tel: Fax: DPR Construction ,'A General Partnership Reviewed for general conformance to the contract documents. This review does C 0 N S T R U CT I 0 N not relieve the subcontractor of the responsibility of making the work conform to the contract requirements. The 2855 Gazelle Court subcontractor is responsible for all Carlsbad, CA 92010-6670 dimensions, correct fabrication, and Phone: accurate fit with the work of other trades. Fax:: Submittal No: T230548-03 DPR Project No: D1-A18014-00 Reviewed By: Aaron Ochoa Jimenez Date: 01-03-2020 Prepared: A.O. Reed & Co. Consultant Checking is only for general confirmation with the Design Concept of this Project and general compliance with the information given in the Performance Specifications t kl sc COLLABORATIVE IRVINE LOS ANGULES SAN DIEGO ' SAN JOSE RIVERSIDE By: Calvin Ross Dale: 01/06/2020 ()wavegude We take no exception to the APPROVED vibration isolation devices APPROVED AS NOTED indicated in this submittal. - REVISE AND RESUBMIT - REJECTED - REVIEWED BY: MSM OATE:01/1712020 5100.001,1. LLCs '5'l"0Sl°,WI 008l0,m00000lllfl dIn proi501 daSlOn coflCfll 050 InIC,mollan leowded lath,. 0000505 0000m,0l1. Ills ,00low doUs no, molude sad the 00fl15,OlO0 IS solely ,sspsasthlo 10, db050nlonol 500l050y, tsbdootlon 0a00005 sAnctIon, ,001dlnodnn 0105 010w Usd00, and Pçd0ndflo. 01*0,1, Ifla solo moans'. Architect SUBMITTAL REVIEW BY A. OATMAN DATE 01/17/2020 PROJECT NO. IOHIS CCII - 18006 SUBMITTAL NO. 11230548-03 []APPROVED APPROVED AS-NOTED REJECTED ' REVISE & RESUBMIT REVIEWED/ACKNOWLEDGED RECEIPT This review was performed only for general conformance with the design concept of the project, and general compliance with the information given in the Contract Documnents. Modifications or comments made on the shop drawings during this review do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of this assembly of which the item is a component. The contractor is responsible for dimensions to be confirmed and correlated at the jobsite: information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. DGA planning I architecture I interiors Consultant D THIS SUBMITTAL NOT REQUIRED AND NOT REVIEWED CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMING, REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE CONTRACTOR, SUBCONTRACTOR OR FABRICATOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS, ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS, MEANS AND METHODS OF CONSTRUCTION, AND COORDINATION OF THE WORK WITH THAT OF OTHER TRADES. I 01/14/20 I E.Spencer DATE PROJECT ENGINEER 1800111 061 I RU JOB NUMBER 1ff FILE NUMBER Date Printed: 01/03/2020 04:02 PM Submittal Approval Sheet,, by Submiftal Package Page 1 of 1 - - - A.O. Reed &Coo SINCE 1914 Mechanical Contractor License #7731 4777 Ruffner Street San Diego, CA 92111 858-565-4131 fax 858-292-6958 Mechanical I Plumbing AOR Submittal #53 IONIS PHARMACEUTICALS CONFERENCE CENTER TENANT IMPROVEMENT - Submittal Documents Date Signed 1/23/2020 9FESSIO Equipment Anchorage No. 71701 12131/211* January 23, 2020 lonis Pharmaceuticals Conference Center Carlsbad, CA A. 0. REED ISAT 14848 Northam Street, La Mirada, CA 90638 877-999-4728 FILE NO.: LM17258REEDAO.166983 "Empowered by Experience" REV 0 Al Th')I')lV)fl lQQ I ,..f')77 misff TOTAL SUPPORT Innovation e Engineering • BIM • Fabrication A Division of romarco Contractor Specialties INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY 14848 Northam St. La Mirada, Ca. 90638 877-999-4728 (toIl free) SUBMITTALS SHEET NO. DESCRIPTION 1 COVER SHEET 2 TABLE OF CONTENTS 3 DESIGN BASIS 4 EQUIPMENT LIST 5-17 CONSTRUCTION DETAIL(S) 18-196 ENGINEERING CALCULATIONS 197-226 REFERENCE(S) / CUTSHEET(S) 227-277 ESR-REPORT(S) A1IIV)1')(')I 1OQ 14848 Northam Street I' La Mirada, CA 90638 877 -999-4728 TOTAL SUPPORT 714-523-0845 Fax !Anotion.Engineeg:.BIM.Fab?kaión www.isatsb.com BASIS FOR DESIGN - December 12, 2019 Seismic Restraint Engineering: Equipment Anchorage Ionis Pharmaceuticals Conference Center Carlsbad, CA 1. The subject ISAT engineering encompasses seismic/wind restraint systems for floor mounted units. Including anchorage design. 2. SEOR to confirm suitability of the structure to accommodate attachment and loads calculated prior to installation. 3. Engineering is furnished in compliance with project specification and the following: 2016 California Building Code Seismic Design Category D Design Spectral Acceleration (Short Period) SDS, 0.75 Importance factor Ip, 1.0. 4. The accompanying "2016 CBC -SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET" is based upon 2015 IBC/ASCE 7-10 force equations Eq. 13.3-1 thru 13-3 and Table 13.6-1. Mechanical/Electrical Component Seismic Coefficients, See attached SDF sheet. 5. The supporting structure is beyond the scope of this submittal. It is the responsibility of the contractor to submit these calculations and associated documents to the engineer of record to analyze the ability of the supporting structure to accommodate the reactions from the connections specified in this submittal. Equipment with no power rating listed assumed to be less than 10 hp. This set of calculations is based on the loads and assumptions stated within this submittal. If the loads and assumptions are not correct this submittal shall be revised. 6. For users of this document, Be Advised: The use of this document for the purpose of material purchase and fabrication and construction should be aware that material sizes and types and construction details could probably undergo revisions upon plan check review and final approval. Construction Contractor proceeds at their own risk before final approved drawings ri1Ilv)!')rv)r IOQ' 166983 A.O. REED lonis Pharmaceuticals Conference Center DETAIL# EQUIPMENT TAG #: Location Exterior or Mount Style VIB. ISOLATION ATTACHMENT Interior TYPE 166983 - Dl AH - 1.2.3 UP TO ROOF LEVEL EXTERIOR Base Mounted IULMIL)IPtIL BY - 166983- D2 AH -.4 UP TO ROOF LEVEL EXTERIOR Base ounted M ISOLATED RAIL BY - 166983- 03 AH - 5,6 UP TO ROOF LEVEL EXTERIOR Base Mounted ISOLATED RAIL BY 166983-- 04 "B"--l- ,2 LEVEL 1 (GROUND) INTERIOR Base Mounted N/A - 166983 - 05 LEVEL 1 (GROUND) INTERIOR Base Mounted KINETICS RSP PAD - 166983 - 06 GWH-1 UP TO ROOF LEVEL INTERIOR Base Mounted N/A - 166983 - D7 EF-3, EF-4 UP TO ROOF LEVEL EXTERIOR Base Mounted N/A - 166983 - 08 EF - 2,5 UP TO ROOF LEVEL EXTERIOR Base Mounted CALDYN JQA - 166983 - D91 EF-1, SF-1 UP TO ROOF LEVEL EXTERIOR Base Mounted N/A - Anchorage calculations requirements Summary of equipment (spreadsheet format) with the following: (1.1) Equipment tags (1.2) Operating weight (1.3) Vertical center of mass (1.4) Location in building (what floor?) (1.5) Is equipment floor mounted, wall mounted or suspended? (1.6) Structure substrate (ex. Concrete mm. 3000 psi, 6" thk. Slab on grade or housekeeping pad (1.7) Specify mm. anchor Edge distance & spacing requirements for (E) existing install Equipment cutsheets showing the following; (2.1) Plan view of anchorage footprint (mounting located w/ dims) (2.2) Elevation view of equipment Seismic/wind load engineering parameters Building elevations per floor Anchorage & vibration isolation specifications See attached "Attachment Type" sheet ATTACHMENT TYPE - .-.--- --- - -.-. -.---- -....' OPTION A OPTION B OPTION c, - AL. a - OPTION 0 OPTION E OPTION F MAX 186 MIN %øA193B8 CLASS 1 ROD w/DEWALT MIN 121 PUER110+ EPDXY. MIN 4NOM. EMBED. &MIN ----------- _! I -I-- 6Y2' EDGE DISTANCE, SPECIAL INSPECTION PER F-I c ESR-3298 REPORT. (rYP. 4 PER ISOLATOR) I I I I Date Signed 1/23/2020 0. FESS No. 71701 C1 IL OF I ELEVATION VIEW MAX 17' J. -------- MAJX4' ------------ MIN 1P I L;i ---------;—I PLAN MEW HU BY MANUF. I- ---------------------------- NOTES: 1. LOCATION: UP TO ROOF LEVEL I a ALL ANCHORAGE COMPONENT MATERIAL AND FINISH TO BE DICTATED BY PROJECT I OOCUMENTS, FOR EXTERIOR CONDITIONS, ALL STEEL MEMBERS, FASTENERS & ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE TO WEATHER AVOID CONFLICTING MATERIAL COMPOSITION (OUTLINED IN P1SC I STEEL MANUAL 14TH ED TABLE 2-7), OR PER SPECIFICATIONS,I I a l- & ANCHOR HOLE DIAMETER TOLERANCE OTHERMSE USE WELDED WASHER I I OR FILL HOLE GAP WITH JB WELD EPDXY. I UNIT SECTIONS TO BE POSITIVELY CONNECTED EACH OTHER BY OTHERS. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR L -------------------------- AIR HANDLING UNIT ANCHORAGE BASE RAIL &ITS MAX TOTAL (UNIT + RAIL) WEIGHT: 4,600 lbs CONNECTION TO UNIT TAG #: AH -1,2,3 UNIT BY OTHERS DRAWING NOT TO SCALE (Approval] From Engineer of Record Required Prior To InstalIaOn DRAWN BY REV 8 DETAIL NUMBER MA - 1 D1 DATE JOB NUMBER 12/11t2019 166983 :TOT4LSUpp7 NWC HKP BY OTHERS. PROJECT International Seismic Application Technology lords Pharmaceuticals Conference Center 14848 Northam Street, La Mirada, CA 90638 Carlsbad, CA 877-999-4728 (Tall Free) 714-523-0845 (fax) CONTRACTOR w.lsatsb.com AO. REED SHEET TITLE AIR HANDLING UNIT ANCHORAGE MAX 347 1' MIN 225 -r _! MAXj. 00 I (to J. L - - -4 I0 01! 0 0 0 - - -- - - PLAN VIEW MIN % 0 Al 93 B8 CLASS 1 ROD W/ DEWALT PUER110+ EPDXY. MIN Oe NOM. EMBED. &MIN 8 EDGE DISTANCE, SPECIAL INSPECTION PER ESR-3298 REPORT. (TYP. 4 PER ISOLATOR) ---- Date Signed1/23/2020 L~L` _______ - - - MIN 91 TYP MIN 12- TYP_ ELEVATION VIEW ¼HU BY MANUF. I- --------------------------- NOTES: 1. LOCATION: UP TO ROOF LEVEL I a ALL ANCHORAGE COMPONENT MATERIAL AND FINISH TO BE DICTATED BY PROJECT DOCUMENTS, FOR EXTERIOR CONDI11ONS, ALL STEEL MEMBERS. FASTENERS & I ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE TO WEATHER. AVOID CONFLICTING MATERIAL COMPOSITION (OUTUNED IN PISC I STEEL MANUAL 14TH ED TABLE 2-7), OR PER SPECIFICATIONS. I I a )- & ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED WASHER OR FILL HOLE GAP WITH JB WELD EPDXY. 4. UNIT SECTIONS TO BE POSITIVELY CONNECTED EACH OTHER BY OTHERS, S. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR L --------------------------- AIR HANDLING UNIT ANCHORAGE BASE RAJL & ITS MAX TOTAL (UNIT + RAIL) WEIGHT: 12,000 lbs CONNECTION TO UNIT TAG #: AH -4 UNIT BY OTHERS DRAWING NOT TO SCALE [APProVal From Engineer of Record Required Prior To Installation NWC HKP BY OTHERS. PROJECT SHEET TITLE -- DRAWN BY REV # DETAIL NUMBER - International Seismic Application Technology lonis Pharmaceuticals Conference Center MA - - 14848 Northam Street, La Mada, CA 90638 Carlsbad, CA AIR HANDLING UNIT ANCHORAGE TO-TAL 'sUPPORT 877-999-4728 (Toll Free) 714-523-0845 CONTRACTOR AO REED DATE JOB NUMBER www.isatsb.com . 12/11/2019 166983 NWCHKPBY BY MANUF. TYP. ¼HU BY MANUF. BASE RAIL &ITS CONNECTION TO UNIT BY OTHERS MIN 3 0 A193 B8 CLASS 1 ROD W/ DEWALT PUER1 10+ EPDXY. MIN 4Y4 NOM. EMBED. & MIN —i 1? EDGE DISTANCE, SPECIAL INSPEC11ON PER \ r- MIN Y2 THICK A36 ESR-3298 REPORT. (TYP. 8 PER PLATE) \ \ STEEL PLATE. TYP. MIN 201 _____ HTfTh--------------k................. . H--t - @1 MAXj. II - - - - - - - - - - - — - — — - — - — - — J,MIN 7.J1 . ". 0 0 0 MIN1SQ.TYP LL i HLI PLAN VIEW TYP. E7OXX /16 ISOLATOR BASE PLATE BY MANUF. TYP. 'Date Signed 1/23/2020 49,OFESS,0 CNM- ELEVATION VIEW i btL , - I- - - - I- --------------------------- NOTES: 1. LOCATION: UP TO ROOF LEVEL I a ALL ANCHORAGE COMPONENT MATERIAL AND FINISH TO BE DICTATED BY PROJECT I DOCUMENTS, FOR EXTERIOR CONIJIHONS, ALL STEEL MEMBERS, FASTENERS & ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE TO WEATHER AVOID CONFLICTING MATERIAL COMPOTION (OUTLINED IN PJSC I STEEL MANUAL 14TH ED TABLE 2-7), OR PER SPECIFICATIONS. I I a Ye - Ys ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED WASHER I I OR FILL HOLE GAP WITH JB WELD EPDXY. I UNIT SECTIONS TO BE POSITIVELY CONNECTED EACH OTHER BY OTHERS. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR L-------------------------- AIR HANDLING UNIT ANCHORAGE MAX TOTAL (UNIT + RAIL) WEIGHT: 15,000 lbs UNIT TAG #: AH - 5,6 DRAWING NOT TO SCALE lApproval From Engineer of Record Required Prior To Installation PROJECT SHEET TITLE DRAWN BY REV # DETAIL NUMBER International Seismic Application Technology lords Pharmaceuticals Conference Center MA - 14848 Northam Street, La Mrada, CA 90638 Carlsbad, CA AIR HANDLING UNIT ANCHORAGE TOTAL SUPPORT 877-999-4728 (Tall Free) 714-523-0845 (fax) CONTRACTOR AG' REED DATE JOB NUMBER www. a .com - 12/11/2019 166983 Y7 Date Signed 1/23/2020 .0fESSIQ OFCAV (4) MIN Y2 0 DEWALT POWER-STUD+SD2 ANCHOR. MIN 2 NOM. EMBED. & MIN 4 EDGE DISTANCE, INSTALLA110N TORQUE 40 lb-ft. SPECIAL INSPECTION PER ESR-2502. TYP. ALTERNATE ANCHORAGE OPTION USING: - (4) MIN Y 0 Fl 554 GR.36 ROD W/ DEWALT PURE1 10+ EPDXY. MIN 3 NOM. EMBED. & MIN 4 I EDGE DISTANCE, SPECIAL INSPECTION PER ESR-3298 REPORT. TYP. L-------------------- ELEVATION VIEW BOILER BY MANUF. J 3,000 psi NWC HKP BY OTHERS. "NIZER11 I- ------------------------1 I I I I CM jL!i PLAN VIEW —I NOTES: 1. LOCATION: AT LEVEL 1 (GROUND). FOR INTERIOR APPLICATIONS ONLY. I Y8 - ( ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED I WASHER OR FILL HOLE GAP WITH JB WELD EPDXY. I HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR ---------------------- BOILER ANCHORAGE MAX TOTAL OPERATING WEIGHT: 3,000 lbs UNIT TAG #: B- 1,2 DRAWING NOT TO SCALE 1Approval From Engineer of Record) Required Prior To Installation J PROJECT SHEET TITLE DRAWN BY REV # DETAIL NUMBER International Seismic Application Technology iorrs Pharmaceuticals Conference Center MA - 14848 Northam Street, La Mirada. CA 90638 Carlsbad, CA BOILER ANCHORAGE TOTAL SUPPORT 877-9994728 (Toil Free) 714-523-0845 (f) CONTRACTOR DATE JOB NUMBER www.isatsb.com A.O. . REED 12/11/2019 166983 FRONT ELEVATION ±OF CM MIN 4X4 KINETICS RSP PAD wl TG-50 ISOLATION GROMMET PER ATTACHED SUBMITTAL. TYP. T I Date Signed 1/23/2020 D. No 71701 Z Exp. 12/31/21 4 REV# SHEET NUMBER - PROJECT - lonis Pharmaceuticals Conference Center Carlsbad, CA 05 DATE 1 2/11/2019 CONTRACTOR A.O. REED DRAWN BY JOB NUMBER MA 166983 MIN 12" (4) MIN Y2" 0 Fl 554 GR.36 ROE I DEWALTPURE11O+ EPDXY. MIN NOM. EMBED. & MIN 4" EE DISTANCE. SPECIAL INSPECTION I ESR-3298. (T MIN 5" THICK, MIN 3,000 PSI NWC HKP BY OTHERS. ---------------NOTES : I 1. LOCATION: AT LEVEL 1 (GROUND). I FOR INTERIOR APPLICATIONS ONLY. I Y8" - )4 ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED WASHER OR FILL HOLE I GAP WITH JB WELD EPDXY. I I 4. HKP TO BE STRUCTURALLY CONNECTED TO I L FLOOR DECK BY SEOR. PUMP ANCHORAGE TAG #: P - 1,2 MAX TOTAL OPERATING WEIGHT = 210 lbs DRAWING NOT TO SCALE Approval From Engineer of Recordi I Required Prior To Installation I 1QQ C) Lft 2J TZM IOo 001000 o 00 00 00000000 0000 00 0 0 00 00 ii C: >ZmC) C1 m Q)m (I) TI - - 00 00 00 00 00 00 0 so 4m 800 88 0000 0000 000010000 0000 00 00 — I'.) O 000000000000000000 00 00 00 00 00 00 0000 00 0 >< Cl)00 M 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 I m - - CD C Q _ 1! 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000010000 Cl) > —I X z o I!! 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Z 0 - 0 CI) . m 0 i I!! 00 00 00 00 00 00000000 00 00 00 00 00000000 0 - - r, Z O - -D >( - 00 0 00 00 00 00 00 00 00 _00 0 00 00 00 00 00 00 00 b w 0 o Ti C) 2.CI) co CID OD I 00,C o r (0> - o C) 0 PRESSURE (pIe 0 1 .. ... .. . . .. : ! f CMD g th1 co Cp ffL.r ±E .i:flb 0 0 k CD z 00 ni 1 AcZaall D-,.-. 1fl,,f')77 ISOLATION GROMMETS ARE MADE FROM 80 DURO. NEOPRENE. ________ MODEL TG-25 TG-38 TG-50 TG;-63 TG-75 TG-100 1G125 TG-150 BOLT DIMENSION _______ in mm in mm in mm in mm in mm in mm, 1/4 0.25 .6 1.00 25 0.25 6 0.13 3 0,38 10 0.50 1 3/8 0 38 10 1 25 32 038 10 0.13 1 3 0 50 13 0:63 1€ 1/2 0.50 13 1,63 41 0.50 13 0.13 3 0.50 13 0.75 1 5/8 063 16 2O0 51 063 16 01 5 063 16088 22 3/4 0.75 19 2.25 57 0.75 19 0.19 5 0.63 16 1.00 2 1 '1`00 25 2 75 70 100 25 0 25 6 0.88 22 1.125 32 11/4 1.25 .32 3:25. 83 1.25 32 0.25 6 0.88 22 1,50 38 1 1/2-11.501.38 3 75 '95:1.-50 38 0 25: 6 1 00 25 1 75 44 MOUNTING BOLT MODEL TG ISOLATION GROMMET EQUIPMENT OVERSIZE HOLE IN EQUIPMENT A DIA. KINETICS® SIZE 1i B JG-I-50 DIA. MODEL NO. C. a C U TLE MODEL BOLT .lION &I.]III LAST DATE REVISED BY DRAWING NO. S-24 $4 A SNUT. d I ' I i. ii IRTILMLA-A-LA .01 IVILYII LLuI.u.I - 77 Date Signed 1/23/2020 OFESSI0 E- 12M/21 ChM- FC 1RIcIci (4)MIN 3/ 0 DEWALT POWER-STUD+SD2 I - -- ANCHOR. MIN 23/a7 NOM. EMBED. & MIN 3 EDGE I DISTANCE, INSTALLATION TORQUE 20 lb-ft. I I SPECIAL INSPECTION PER ESR-2502. TYP. I I ALTERNATE ANCHORAGE OPTION USING: I I (4) MIN 3/87 0 Fl 554 GR.36 ROD W/ DEWALT I PURE1 10+ EPDXY. MIN 2/ NOM. EMBED. & MIN I 4 EDGE DISTANCE, SPECIAL INSPECTION PER I I ESR-3298 REPORT. TYP. I I I L---------------------j I I L--------------------- PLAN ViEW psi NWC HKP BY OTHERS. ELEVATION VIEW rOTES I N 1. LOCATION: UP TO ROOF LEVEL I 2. FOR INTERIOR APPUCA11ONSONLY. I a ) - Ye ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED I WASHER OR ALL HOLE GAP WITH JB WELD EPDXY. 4. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR WATER HEATER ANCHORAGE MAX TOTAL OPERATING WEIGHT: 800 lbs UNIT TAG #: GWH-1 DRAWING NOT TO SCALE (Approval From Engineer of Record (, Required Prior To Installation J WATER HEATER BY MANUF. HORS INSTALLED THRU NJUFACTURERs TABS. PROJECT SHEET TITLE DRAWN BY REVS DETAIL NUMBER International Seismic Application Technology 1005 Pharmaceuticals Conference Center MA - 14848 Northern Street. La Mirada. CA 90638 Ca4sbad, CA WATER HEATER ANCHORAGE __ TOTAL PORT A.O. 77-999-4728 (Toll Free) 714523845 (fax) CONTRACTOR REED DATE JOB NUMBER w. sa S .com - - - 12/11/2019 166983 ALTERNATE ANCHORAGE OPTION USING I (4) MIN Y 0 A193 B8 CLASS 1 SS ROD WI I DEWALT PURE1 10+ EPDXY. MIN NOM. I EMBED. & MIN 5 EDGE DISTANCE. SPECIAL I L_INSPEChbON PER ESR-3298 REPORT. TYP. (4) MIN Y 0 DEWALT POWER-STUD+SD4 ANCHOR. MIN 2-Ye NOM. EMBD. & MIN 4 EDGE DISTANCE. INSTALLATION TORQUE 40 lb.ft. SPECIAL INSPECTION PER ESR-2502. TYP. 12X1 ITW BUILDEX TEKS SELF-DWLUNG CREWS PER ESR-1976. (TYP. 4 SCREWS ER SIDE) FRONT VIEW I MIN 4 THICK, MIN 3,000 PSI I I N WC HKP BY OTHERS. L4 - 4 @11 ©I MIN 16* . 1 MIN 1- J, ,J,' TYP. S: FII I Signed 1/23/2020 FAN ANCHORAGE 1 . LOCATION: UP TO ROOF LEVEL a ALL ANCHORAGE COMPONENT MATERIAL FINISH TO PROJECT AND BE DICTATED BY e TAG#: EF-3, EF-4 I DOCUMENTS. FOR EXTERIOR CONDI11ONS, ALL STEEL MEMBERS, FASTENERS & 410 I ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE I MAX TOTAL OPERATING WEIGHT (FAN+CURB) 302 lbs I TO WEATHER AVOID CONFLICTING MATERIAL COMPOSITION (OUTLINED IN AISC I 717O1 ( (z MAX FAN WEIGHT 152 lbs I STEEL MANUAL 14TH ED TAELE 2-7), OR PER SPECIACAHON I a )- ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED WASHER NOT TO SCALE OR FILL HOLE GAP WITH JO WELD EPDXY. 4. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR [ Approval From Engineer of Record Required Prior To Installation PROJECT I SHEET TITLE DRAWN BY REV # i DETAIL NUMBER International Seismic Application Technology lorus Pharmaceuticals Conference Center MA - I 4848 Northam Street, La Mirada, CA 90638 Carlsbad, CA FAN ANCHORAGE 07 DATE JOB NUMBER TOTAL SUPPORT 877-999-4728 (Tall Free) 714-523-0845(fax) CONTRACTOR www.lsatsb.com AO. REED 12/11/2019 166983 I I MAX SIDE ELEVATION 51, 0 Date Signed 1/23/2020 FESS fl ap D. 0.71701 - )9 MAX___ w 58" FAN BY MAX MANUF. 29 MAX 4y2. MIN 6THICK , MIN 3,000 NWC HKP BY OTHERS. BASE PLAN VIEW MAX -1 MIN ---------L---------------------------MAX 19• I Irt. 48" I MAX 3' I Li-----------------------ii MIN 31* 3/ 0 A307 THRU-BOLT, INSTALLED THRU MANUFACTURER MOUNTING HOLE, TYP. CALDYN JQA SPRING ISOLATOR PER ATTACHED SUBMITTAL. TYP. (8)MIN Y 0 A193 68 CLASS 1 ROD WI DEWALT PURE1 10+ EPDXY. MIN 4 NOM. EMBED. & MIN 5" EDGE DISTANCE. SPECIAL INSPECTION PER ESR-3298. (TYP.) r -------------------------. - NOTES: 1. LOCATION: UP TO ROOF LEVEL I 2. ALL ANCHORAGE COMPONENT MATERIAL AND fiNISH TO BE DICTATED BY PROJECT I DOCUMENTS, FOR EXTERIOR CONDITIONS, ALL STEEL MEMBERS, FASTENERS & ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE TO WEATHER AVOID CONFLICTING MATERIAL COMPOSITION (OUTLINED IN AISC STEEL MANUAL 14TH ED TABLE 2-7). OR PER SPECIFICATIONS, I a Y. - Ye ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED WASHER I OR FILL HOLE GAP WITH JB WELD EPDXY. L 4. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR vtIw A-A FAN ANCHORAGE MAX. TOTAL OPERA TING WEIGHT = 470 lbs TAG #.'EF-2,5 DRAWING NOT TO SCALE lApproval From Engineer of Record ( Required Prior To Installation PROJECT SHEET TITLE DRAWN BY REV 8 DETAIL NUMBER International Seismic Application Technology lorts Pharmaceuticals Conference Center MA - IUJI 14848 Northam Street. La Mirada, CA 90838 Carlsbad, CA FAN ANCHORAGE rOTAL SUPpORT 877-999-4728 (Toll Free) 714-523-0845 (fax) CONTRACTOR DATE JOB NUMBER www.lsatsb.com AC. REED 12/11/2019 166983 JQBX Style R shown 09/16' Dia. JQA 011/16" JQB, JQBX, JQE, JQF MTG HOLES L Motion Restraint adjustment— D Dia. Stud JQE 4 Spring Housing Style Var K Load Transfer adjustment JQA, JQB, JQBX & JQF cL1 0per. Height JJ 1I .; ___•,___t NILIMYT-19-NNii CUSTOMER: Date Dwg. No. F308 PREP By: CHKD By: TAG: DO NOT SCALE DRAWING 02/11/14 JQ Date TYPE Date ISOLATOR/RESTRAINTS WITH CALIFORNIA PRE-APPROVED SEISMIC PROTECTION OPA-0070 1" DEFLECTION CALIFORNIA DYNAMICS CORPORATION 5572 ALHAMBRA AVE. LOS ANGELES CA, 90032 PH 323-223-3882 FAX 323-223-7941 email: caldyn@earthlink.net "CALL US - TO SET THINGS RIGHT" N?I Assoc. Member 'uuiVI5hA Style R Style Q for attaching for attaching to opposite gin _Shear Panels _ to opposite side of JQBX side of equiptment. only equiptment. \— Option P —/ Neoprene Base Pad Regardless of Style TYPICAL CALLOUT Isolator Locations Housing—u j— Option A B Size JQA E500 R P Spring Size__:1 lLStyle V, K, R or Q RATED LOAD C D E Springs 1" Deflection JQA JQB/JQBX JQE E21 ET255 E976 .ET347 E1272 tE79 ET473 E1660 E630 E2000 E806 E2532 E187 E1030 E3204 E244 E1230 E4128 E318 E1490 6080 E415 E1810 E500 E2210 E633 E690 E801 w Housing L - M T D Approx. Size - - Oper. HT. JQA 7 2 6 2 -3/4 3/8 4 -1/2 JQB/JQBX 10-1/2 3-1/2 9 4 112 5-1/2 JQE 14 5 12 6 5/8 5 Notes: Dimensions in Inches. Loads in Pounds. Style K Load Transfer Nut is pinned to stud. Neoprene pad 1/4" thick under spring regardless of style. Adjust Load Transfer while Motion Restraint adjustments are loose. All Type JQ Isolator/Restraints feature large diameter springs with O.D. not less than 80% of rated deflection height, except 1580 with 2-1/4" travel to collapse. For compact support of heavy loads, some JQ's include inner springs. For low profile support of heavy loads, JQE's have clustered springs. Surface Treatment Housings Hot Dip Galvanized (HDG) Hardware Zinc Plate. Springs Powder Coated or Zinc Plated. ® JQA-E143-V JQA-E79-V ® JQA-E143-V JQA-E79-V © JQA-E143-V JQA-E79-V © JQA-E43-V JQA-E79-V OPA-0070 PRE-APPROVED MAXIMUM ALLOWABLE LOADS SIZE HORIZ. VERT. JQA 800 1660 JQB 1000 1600 JQBX 1500 2000 JQE 3200 4300 A"! i r, ,c '77 MIN 18 Ga. CURB BY MANUF. #1 2X1 rnN BUt LDEX TEKS SELF-DRILUNG SCREWS PER ESR-i 976. (TYP. 4 SCREWS PER SIDE) ELEVATION VIEW MIN 18 Ga. CURB BY MANUF. MAX 25' --±----.-.--.---.-.-.--.---.- rL 04 MIN 1SO. B r.-.-. 71 MIN ? THICK, MIN 3,000 psi NWC HKP BY OTHERS. MAX 79 fIIT1* MIN 29 L-------------------------1....__. L SECTION B FAN ANCHORAGE TAG #: EF-1, SF-1 MAX TOTAL WEIGHT 1,000 lbs (UNITS + CURBS WEIGHT) DRAWING NOT TO SCALE MAX EF-1 (UNIT + UPPER CURB) WEIGHT = 290 lbs From Engineer of Record MAX SF-1 WEIGHT = 230 lbs [Approval Required Ptior To Installation j PROJECT SHEET TITLE International Seismic Application Technology oils Pharmaceuticals Conference Center Carlsbad, CA I 14848 Northam Street, La Mirada, CA 90838 I I TOTAL SUPPORT 877-999-4728 (Tall Free) 714-523-0845 (fax) CONTRACTOR I www.lsatsb.com AO. REED I MIN 15 r4-1-i ui,i III MAX26 I - SF-1 FAN BY 4. MANUF. I EF-1 FAN BY MANUF. c. SECTION A MIN (12) %' 0 DEWALT POWER-STUD+ SO4 ANCHORS. MIN 3Y NOM. EMBED. & VON 6 EDGE DISTANCE. INSTALL TORQUE 60 ft-lb. SPECIAL INSPECTION PER ESR-2502 REPORT. TYP." ------------------"ALTERNATE ANCHORAGE OPTION USING:1 MIN (12) 5/ 0 Al 93 B8 CLASS 1 SS ROD W/ DEWALT PURE1 10+ EPDXY. MIN NOM. EMBED. & MIN 6 EDGE DISTANCE, SPECIAL I INSPECTION PER ESR-3298 REPORT. TYP. L------------------J 1- ------------------------- 1. LOCATION. UP TO ROOF LEVEL a ALL ANCHORAGE COMPONENT MATERIAL AND RF'ISH TO BE DICTATED BY PROJECT I I DOCUMENTS. FOR EXTERIOR CONDITIONS. ALL STEEL MEMBERS. FASTENERS & I ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE TO WEATHER AVOID CONFLICTING MATERIAL COMPOSITION (OUTLINED IN ASC STEEL MANUAL 14TH ED TABLE 2-7), OR PER SPECIFICATIONS. I , Y. - Y,,r ANCHOR HOLE DIAMETER TOLERANCE OTHERWISE USE WELDED WASHER I I OR ALL HOLE GAP WTHJB WELD EPDXY. I i 4. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR & L REFER TO DETAIL D9. 1 FOR MORE INFO. FAN ANCHORAGE DRAWN BY REV 8 I DETAIL NUMBER MA - DATE JOB NUMBER 09 12/12,2019 1 166983 77 . Date Signed 1/23/2020 ?.0SS E., IV31MI Date Signed 1/23/2020 ,0FESS Crq e, OF CP' 0. 71701 SECTION F #1 2X1) IT\N BUILDEX SELF DRILLING SCREW, REFER TO ESR-1 976 FOR MORE INFO. TYP. T F "—MiN 12 Ga. MINA653GR.50 SECTION C STEEL CUP. (TYP 4 PER UNIT) 0 ±1. MIN V MIN 2X2X12 Ga. MIN -i-VP._ TYP. A653 CR50 STEEL 0 1CUP. P 2 PER UNIT) a W F~7 I 8 ' #12X1YI1wBUILDEXSELF jv'_ I ViEW 0 _ DRILLING SCREW, REFER TO I ESR-1 976 FOR MORE INFO. (TYP. I - I 4 PER CUP) I I I I I 0 --------------------------- I NOTES: #12X1)ITWBUILDEX EQUALLY 1. L0CA110I't UP TO ROOF LEVEL I FAN ANCHORAGE SPACED SELF DRILLING SCREWS. 0 --- - 1 I a ALL ANCHORAGE COMPONENT MATERIAL AND AFISHTOBEDCTATEDBYPROJECT TAG #: EF-1, SF-i REFER TO ESR-1 976 FOR MORE I ___ I W OOCUMENTS, FOR EXTERIOR CONDITIONS, ALL STEEL MEMBERS. FASTENERS & MAX TOTAL WEIGHT 1,000 lbs (UNITS + CURBS WEIGHT) INFO. (TYP. 4 PER CUP) _ __ I ______ ANCHORAGE COMPONENTS SHOULD BE CORROSIVE RESISTANT DUE TO EXPOSURE __ MAX EF-1 (UNIT + UPPER CURB) WEIGHT - 290 lbs TO WEATHER AVOID CONFLICTING MATERIAL COMPOSITION (OUTLINED IN AISC I STEELMANUAL14THEDTABLE2-7).ORPERSPEORCATiON& MAX SF-11 WEIGHT = 230 lbs MIN . I a )• ANCHOR HOLE DIAMETER TOLERANCE OTHERAISE USE WELDED WASHER I - - ORA\MNG NOT TO SCALE SECTION rt'p. I ORRLLHOLEGAPMTHJBWELDEPDXY. 4. HKP TO BE STRUCTURALLY CONNECTED TO FLOOR DECK BY SEOR Approval From Engineer of Record 5, REFER TO DETAIL 09 FOR MORE INFO. b Required Prior To Installation J PROJECT SHEET TITLE DRAWN BY REV 8 I DETAIL NUMBER International Seismic Application Technology iors Pharmaceuticals Conference Center MA - I I 14848 Northam Street, La Mirada, CA 90638 Carlsbad, CA FAN ANCHORAGE TOTAL SUPPORT 877-999-4728 (To[] Free) 714-523-0845 (fax) was.isaIsb.com CONTRACTOR A.O. REED I D9.1 DATE JOB NUMBER 12/12/2019 166983 I r I 2016 CBC -SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET M . INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY 14848 Northam St, La Mirada, CA 90638 PHONE 877-999-4728 FAX 714-523-0845 TOTAL SUPPORT l0novafron Engnet1ng B1 Fabnc.af on A Ot,, TC0,onop.d.fl Project Name: lonis Pharmaceuticals Conference Center Date: 12/1/2019 Location: Carlsbad, CA Contractor: A.O. REED PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration (5% Damped) at short periods (Section 1613A.3.4) Sns= 0.75 Information may not appear for the variables below if DS is shown on the line above: The MCE, 5% damped, spectral response acceleration at short periods (Section 1613A.3.3) SUS = - Mapped MCE, 5% damped, spectral response acceleration at short periods (Section 1613A.3.3) SS = 1.04 Short-Period site coefficient (at 0.2 s-period): (Table 1613A.3.3(1)) F0 = - Mapped MCE, 5% damped, Spectral Response at period of is (Section 1613A.3.1) S, = 0.40 Site Class (Table 1613A.3.2) Site Class = D Seismic Design Category (Section 1613A.3.5) Seismic Design Category = D Information may not appear for the variables below if Seismic Design Category is shown on the line above: Risk Category (Table 1604A.5) Occupancy Category = 11 Component Importance Factor (ASCE 7-10, Section 13.1.3) 1, = 1.00 Component Amplification Factor (ASCE 7-10, Table 13.6-1) ap = 2.50 Component Response Modification Factor (ASCE 7-10, Table 13.6-1) RP = 6.00 **Tables and Sections noted above derive from the 2016 CBC unless noted otherwise. 2016 CBC SEISMIC FORCE (Fp) CALCULATION (FROM ASCE 7-10, CHAPTER 13) F = 0.4aP xSDSxWP x (1+2(z./h)) (Eq. 13.3-1) (R,,/t,) I Floor #1 I Story I I I F F, shall not be less than I I F. need not be greater than I I F** I I O.7(F) I 0.3xS, XIp X W = 1.6XSs XIp X Wp = I I GROUND I 0 0.13 0.23 I 1.20 I 0.23 I 0.16 I I ROOF 1 0.38 0.23 1.20 I 0.38 I 0.26 I F° = As calculated per equation 13.3-1. F -- = Value used for design, resultant after comparison to minimum & maximum limits. Converts Fp to "Allowable Stress Design". Use this value in conjunction with ISAT Bracing Tables. All('t')l')l'V)A liOQ 0.,nø.IQ,sf077 2016 CBC - SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET CAT INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY 14848 Northam SL, La Mirada, CA 90638 PHONE 877-999-4728 FAX 714-523-0845 TOTAL SUPPORT £ng, eng BIM fob 0Pon Project Name:- lonis Pharmaceuticals Conference Center Date: 12/12/2019 Location: Carlsbad, CA Contractor: A.O. REED PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. uesugn spectrai response accereration 37 uampea) at snort perioas ection lblilk.i.4) a DS = Information may not appear for the variables below if os is shown on the line above: The MCE, 5% damped, spectral response acceleration at short periods (Section 1613A.3.3) SMS - Mapped MCE, 5% damped, spectral response acceleration at short periods (Section 1613A.3.3) SS = 1.04 Short-Period site coefficient (at 0.2 s-period); (Table 1613A.3.3(1)) F0 = - Mapped MCE, 5% damped, Spectral Response at a period of is (Section 1613A.3.1) S, = 0.40 Site Class (Table 1613A.3.2) Site Class = D Seismic Design Category (Section 1613A.3.5) Seismic Design Category = 0 Information may not appear for the variables below if Seismic Design Category is shown on the line above: Risk Category (Table 1604A.5) Occupancy Category = 11 Component Importance Factor (ASCE 7-10, Section 13.1.3) I,, = 1.00 Component Amplification Factor (ASCE 7-10, Table 13.6-1) a = 2.50 Component Response Modification Factor (ASCE 7-10, Table 13.6-1) R = 2.50 "Tables and Sections noted above derive from the 2016 CBC unless noted otherwise. 2016 CBC SEISMIC FORCE (Fp) CALCULATION (FROM ASCE 7-10, CHAPTER 13) F = 0.4a XS DS x W, x (1+2(z4i)) (Eq. 13.3-1) (R,/!,) I Floor #1 I viz I F* F shall not be less than I F need not be greater than F ** I O.7(F) I Story I 1.6xS05 W = 0.3XSDS W = XI,, x xip x GROUND I 0 I 0.30 I 0.23 1.20 I 0.30 I 0.21 I I ROOF I 1 0.90 I 0.23 I - 1.20 I 0.90 I 0.63 I F * = As calculated per equation 13.3.1. F,,," = Value used for design, resultant after comparison to minimum & maximum limits. Converts Fp to "Allowable Stress Design". Use this value in conjunction with ISAT Bracing Tables. llP')tV)fl lOQ' D',.0I0,F077 2016 CBC - SEISMIC DESIGN FORCE (SDF) CALCULATION WORKSHEET 'INTERNATIONAL SEISMIC APPLICATION TECHNOLOGY 14848 Northam St, La Mirada, CA 90638 PHONE 877.999-4728 FAX 714-523-0845 TOTAL SUPPORT Thnovtion .Enplaeng.NMI 4 0h40., O C0th,4idthJ., Project Name: Ibnis'Pharrnaceuticals Conference Center Date: 12/10/2019 Location: Carlsbad, CA Contractor: A.O. REED PROJECT SEISMIC ENGINEERING PARAMETERS Note: The following Seismic Criteria was obtained from the structural portion of the project documents. Information not provided in the project documents has been derived from the code sections or tables noted below. Design spectral response acceleration (5% Damped) at short periods (Section 1613A.3.4) Siis = 0.75 Information may not appear for the variables below if S DS is shown on the line above: The MCE, 5% damped, spectral response acceleration at short periods (Section 1613A.3.3) SMS = - Mapped MCE, 5% damped, spectral response acceleration at short periods (Section 1613A.3.3) Ss = 1.04 Short-Period site coefficient (at 0.2 s-period); (Table 1613A.3.3(1)) F 0 = - Mapped MCE, 5% damped, Spectral Response at a period of is (Section 1613A.3.1) S, = 0.40 Site Class (Table 1613A.3.2) Site Class = D Seismic Design Category (Section 1613A.3.5) Seismic Design Category = D Information may not appear for the variables below if Seismic Design Category is shown on the line above: Risk Category (Table 1604A.5) Occupancy Category = Component Importance Factor (ASCE 7-10, Section 13.1.3) I, = 1.00 Component Amplification Factor (ASCE 7-10, Table 13.6-1) ap = 2.50 Component Response Modification Factor (ASCE 7-10, Table 13.6-1) R, = 2.00 Tables and Sections noted above derive from the 2016 CBC unless noted otherwise. 2016 CBC SEISMIC FORCE (Fp) CALCULATION (FROM ASCE 7-10, CHAPTER 13) F = 0.4a, XS,5 x W, x (1+2(i1i)) (Eq. 13.3-1) (R,ft,) I Floor #1 I I I I * I F shall not be less than I F, need not be greater than I I F,** I O.7(F) I Story 0.3 x S5 X X W, = 1.6 X S0 xl, X W, = i I GROUND I o 0.38 0.23 1.20 I 0.38 I 0.26 I ROOF 1 1.13 0.23 I 1.20 I 1.13 I 0.79 I F, * = As calculated per equation 13.3-1. F, -- = Value used for design, resultant after comparison to minimum & maximum limits. Converts Fp to "Allowable Stress Design". Use this value in conjunction with ISAT Bracing Tables. r1lr')l')lv)ri 1QQ' 29.5, Design Wind Load on Others Structures F = qG CfAf q= .00256KZ KKd V2 Ht. z at the centroid of area Af = 40 ft Exposure coefficient K = 1.04 Topography factor K t = 1.00 Directionality factor Kd = 0.85 Building & Structure Risk Category = II, standard Wind Speed V= 110 MPH q= 27.38 psf Gust Effect factor G = 1.00 Force coeff Cf = 1.9 Design wind pressure, F/Af = 52.03 psf (29.5-1) (29.3-1) Exp= C 29.3.1, T-29.3-1 26.8.2 Table 26.6-1 IBC T-1604.5 Fig. 26.5-1A, MR[ = 700 yrs 26.9 Figure 29.5-1 through 29.5-3 LATERAL WIND PRESSURE CALCULATION D-. ')I ,c')77 29.5, Design Wind Load on Others Structures F = qG Cf Af q= .00256 K K t Kd V2 Ht. z at the centroid of area Af = 40 ft Exposure coefficient K = 1.04 Topography factor K t = 1.00 Directionality factor K. = 0.85 Building & Structure Risk Category = II, standard Wind Speed V= 110 MPH q= 27.38 psf Gust Effect factor G = 1.00 Force coeff C1 = 1.5 Design wind pressure, F/A1 = 41.07 psf (29.5-1) (29.3-1) Exp = C 29.3.1, T-29.3-1 26.8.2 Table 26.6-1 IBC T-1604.5 Fig. 26.5-IA, MRI = 700 yrs 26.9 Figure 29.5-1 through 29.5-3 UPLIFT WIND PRESSURE CALCULATION CHII')rv)ri TOTAL SUPPORT Mnoabon Enp1aeenn3 81M FThnca!on CODE: 2016 CBC DETAIL: 166983 - Dl SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - Dl Date: 12/10/2019 Designed By: MA TAG #: AH - 1,2,3 LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) Fp= 1.13 Ev= (0.2Sds) = 0.15 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 4600 lbs (UNIT+ RAIL WEIGHT) TOTAL NUMBER OF MOUNTING POINTS = 6 PLAN SIDE 1 ,—q vw COW K Anchor Bolt ABi L L (Ed)L (End UNIT HEIGHT= 84 in (K), in. (L), in. (M), in. (Emb), in. 50 121 70 SEE CALC q r (Pd), in. ISEECALC (Ed), in. (J), in. SEE CALC I 17 (Sp), in. (N), in. SEEDETAIL 4 SEISMIC HORIZONTAL LOAD = 4600 lbs X 1.13 X 2.5 = 12995 lbs **FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0=2.5 MAX TORQUE DUE TO ECCENTRICITY = 12995 X 17 = 220915 Ib.in SHEAR LOAD / POINT= 12995 / 6 POINT(S) + 220915 / ( 121 in X 2 ) = 3079 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 12995 lbs x 50 in ) = 649750 Ib.in RESISTING MOMENT= 4600 lbs X( 0.9 - 0.15 )X( 121.0 in / 2 - 17 in) = 150075 Ib.in NET OVERTURN = 649750 Ib.in - 150075 Ib.in = 499675 Ib.in UPLIFT PER MOUNTING POINT = 499675 Ib.in / ( 2X 121.0 in) = 2065 lbs PER MOUNTING POINT AlIr)l')rv)r 1OQ Job: 166983 - Dl Date: 12/10/2019 Designed By: MA TAG 44: AH - 1,2,3 LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) Fp = 1.13 Ev= (0.2Sds) = 0.15 CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT Y-Y = 3 PRI OVERTURN = ( 12995 lbs x 50 in ) = 649750 lb.in RESISTING MOMENT= 4600 lbs X( 0.9 - 0.15 )X ( 70.0 in /2 - 4 in) = 106950 lb.in NET OVERTURN = 649750 lb.in - 106950 lb.in = 542800 lb.in UPLIFT PER MOUNTING POINT = 542800 lb.in / ( 3 X 70.0 in) = 2585 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 3079 lbs TENSION = 2585 lbs SEE ATTACHED ANCHORAGE REPORT MiMT TOTAL SUPPORT Mia!!on (ngi,t'.,fr.g . ElM • CODE: 2016 CBC DETAIL: 166983 - Dl SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 r1!n',I,wv,r 1OQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY ?owers DDA - Dl Sep 052019 Eroject lrkrmaon Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC Se1ecte:dhor:Information Selected Anchor: Pure 110+ Brand: DEWALT Material: 5/8" ø Threaded Rod ASTMA193 B8 Class Embedment: hef 4 in hnom 4 in Approval: ICC-ES ESR-3298 Issued I Revision: Ju1,2018 Dec,2018 Drill Method: Hammer Drilled 3.Dstgn Prrnciples --'- Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) CIO= User Defined .- - -- ---------- - --- ---------- - -- --- -'-- 4. Base Matertal In for mation Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar - Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 12 in Width 7 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.0.0 Page 3 DEWALT DDA-D1 ENGINEERED BY 'owers' Sep 052019 5. Geometric Conditions :::: .... - - - &5 o .. -- ..... - --- k 7 / hmin 5.500 in Cmjn 3.125 in Cac 8.503 in'smin3.125 in ili SuinaryResl .. . Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 646.00 9662.00 0.067 OK Concrete Breakout Strength 2585.00 9003.00 0.287 OK Bond Strength 2585.00 7655.00 0.338 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (ib) Capacity (lb) Utilization Status Critical Steel Strength 770.00 4019.00 0.192 OK Concrete Breakout Strength 3079.00 3691.00 0.834 OK Controls Pryout Strength 3079.00 21983.00 0.140 OK . \arngs an49emarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 4 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACT 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACT 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility lOQ DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?owers DDA - Dl Sep 052019 Design Loads / Actions Z Nu 2585 lb Vux 0 lb Vuy 3079 lb Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb IF> M . Consider Load Reversal X Direction 100% Y Direction 100% 9. Load Distnbithon - Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) 646.25 769.8 2 646.25 769.8 3 646.25 769.8 4 646.25 769.8 Component Shear Load (lb) Shear Shear 0.0 769.8 0.0 769.8 0.0 769.8 0.0 769.8 Anchor Coordinates (in) X y 2.500 4.500 2.500 -4.500 -2.500 4.500 -2.500 -4.500 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility ni inowmon 1OQ') 10. Design Proof Tension Loading - Steel Strength: AC! 318-14 17.4.1 Variables Nsa (ib) 12882 0.75 Results cNsa = 9662.0 lb Nua = 646.0 lb Utilization = 6.7% Table 17.3.1.1 1 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY '?owers DDA-D1 Sep 052019 Concrete Breakout Strength: AC! 318-14 17.4.2 Equations NC¼ = __• 14J..j - 1IJe. - i4 rk *"..M Nb = kc . . h 1 - Variables A . 2\ Nc 1 '. I A 2\ NcO ( '. I jI ecN 357.000 144.000 1.000 Cac (in) kc ka 8.503 17.000 1.000 Nb (lb) ( 7449.027 0.65 Results Ncbg = 9003 lb Nua = 2585.0 lb Utilization = 28.7% Eqn. 17.4.2.1b Eqn. I.7.4.2.2a ''ed,N c,N 'cp,N 1.000 1.000 1.000 c (psi) hef (in) Camin (iii) 3000 4 6.5 c5eis 0.750 Table 17.3.1.1 Bond Strength: t AC! 318-14 17.4.5 H Equations -. '----- ..t _--. , , Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All l)(v)rl DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED Byftwers- Nt.= A. s •h' Variables ANa (in 2) ANaO (in 2) 396.000 180.421 ka tK cr (psi) 1.000 919.772 Nba (lb) '11g,Na 7223.874 1.000 DDA - Dl Sep 05 2019 Eqn. 17.4.5.2 Tec,Na TedNa 'cp,Na 1.000 0.990 1.000 hef (in) (PCNa (m) Cac (in) C m (in) 4 6.716 8.503 6.500 ( (PSeis 0.65 0.750 Results (PNag = 7655 lb Table 17.3.1.1 Nua = 2585 lb Utilization = 33.8% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility A11A')J')(VW 1OQ2 D)Q,-F')77 DEWALT Design Assist Ver. 1.4.0.0 Page 8 DEWALT ENGINEERED BY?owers DDA - Dl Sep 05 2019 ProofStiearLoading Rctcicncc Steel Strength: V ACI 318-14 17.5.1 Ti?; .1 Variables U - Vsa,eq (lb) P 6183.360 0.65 Results Vsa,eq = 4019 lb Vua = 770 lb Table 17.3.1.1 Utilization = 19.2% Concrete Breakout Strength: V AC! 318-14 17.5.2 Equations . 14 Eqn. 17.5.2.1b Avw v (s =() Eqn. 17.5.2.2a Variables A (2\ Vc ' / A (2\ VcO m kjl ec,V Lit 4v 'P c,V 'P h,V 108.000 84.500 1.000 1.000 1.000 1.041 1 (in) da (in) ka fc (psi) Cal' (in) Vb (lb) 4.000 0.625 1.000 3000 4.330 3963.399 (PSeis 0.70 0.750 Results (PVcbg = 3691 lb Diredtion = Vua = 3079 lb Table 17.3.1.1 Utilization = 83.4% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nhlri')v)tv)r 4cOQ DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY ?oweN DDA - Dl Sep 05 2019 Pryout Strength: ACI 318-14 17.5.3 Equations = kcp Ncpg = * Iia -V A.Vijb = k. . r . Variables ANa (n2) ANaO (jt12) "ec,Na 'Ped,Na 396.000 180.421 1.000 0.990 TK,cr Cac (n) (PCNa (in) hef (in) 919.772 8.503 6.716 4 Nba (lb) kcp 7223.874 2.000 070 Results (PVcpg = 21983 lb Vua = 3079 lb Utilization = 14.0% V Eqn. 17.5.3.1b Eqn. 17.4.5.1a Eqn. 17.4.5.2 'cp,Na ka 1.000 1.000 g,Na Camin (in-lb) 1.000 6.500 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1OQ DEWALT Design Assist Ver. 1.4.0.0 Page 10 ENGINEERED BY ?owers DDA - Dl Sep 05 2019 fiterMb andear Loads -- - a ACt 318-14 17.6 Equations N. + Vp•N Vr 1.2 - Variables vzo Vn 0.338 0.834 Results 0.977 :S 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1OQ Rcfncc Eqn. 17.6.3 SIDE t " i~' P ' i (Pd)II.:Y.:..4 (End TOTAL NUMBER OF MOUNTING POINT(S) = 6 PLAN Anchor Bolt 215.. TOTAL SUPPORT Innovation.. Eogii9:.BIM . A t TOfl c, CODE: 2016 CBC DETAIL: 166983 - Dl WIND ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - Dl Date: 12/12/2019 Designed By: MA TAG #: L - AH123 LOCATION: UP TO ROOF LEVEL (LRFD LEVEL) WIND HORIZONTAL PRESSURE = 52.1 psf WIND VERTICAL PRESSURE = 41.1 psf MIN UNIT'S WEIGHT= UNIT'S DIMENSIONS: MAX HEIGHT = MAX LENGTH= MAX WIDTH = 3,500 lbs 84 in 186 in 77 in HOR. WIND LOAD = 52.1 psf x 84 in x UPLIFT WIND LOAD = 41.1 psf x 186 in x FOR LRFD LOAD COMBINATION [W + 0.9D], HENCE: HOR. WIND LOAD = 5653 lbs x 1 = UPLIFT WIND LOAD= 4088 lbs x 1 = 186 in /(l2in/It)2 = 77 in /(l2in/ft)2 = 5653 lbs 4088 lbs 5653 lbs 4088 lbs (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. I 42 I 121 I I 70 I F SEE CALC I I SEE CALC I I 0 I q r (Pd), in. (Sp), in. (N), in. 2 1 I I SEE CALC SEE DETAIL 0 flhlfl')I')(V)fl 1cQ TOTAL SUPPORT lnndva on.' Engfneer.n9:.:BJM •Faicatjo A fIa, W CA..t,vto $p.drn*s CODE: 2016 CBC DETAIL: 166983 - Dl WIND ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX: 714.523.0845 Job: 166983 - Dl Date: 12/12/2019 Designed By: MA TAG# -A H,- 12,3 LOCATION: UP TO ROOF LEVEL (LRFD LEVEL) SHEAR LOAD / MOUNTING POINT = 5653 / 6 = 943 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 5653 x 42 ) = 237420 Ib.in RESISTING MOMENT= 3500 x 0.9 x( 0.5 x 121 - 0 - 4088 x( 0.5 x 121 ) = -56733 Ib.in NET OVERTURN = 237420 - -56733 = 294153 lbs.in UPLIFT PER MOUNTING POINT = 294153 / ( 2 X 121 ) = 1216 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 3 PRI OVERTURN = ( 5653 x 42 ) = 237420 Ib.in RESISTING MOMENT= 3500 x 0.9 x( 0.5 x 70 - 0 - 4088 x( 0.5 x 70 ) = -32821 lb.in NET OVERTURN = 237420 - -32821 = 270241 Ibs.in UPLIFT PER MOUNTING POINT = 270241 / ( 3 X 70 ) = 1287 lbs CHECK SHEAR AND MAX TENSION INTO CONCRETE MAX SHEAR= 943 lbs SEISMIC LOADS GOVERN MAX TENSION 128:7 lbs AlIrv)I')A')r I r-r-OQ 12 D.A.-f)77 ISAT SEISMIC BRACING Job: 166983 - D2 Aw ff 14848 Notham Street, La Mirada, CA 90638 Date: 12/10/2019 TOTAL SUPPORT PH 877 999 4728 FX 714 523 0845 Designed By MA ,rna',at,on £npfrenng BIM fabncatwn CODE: 2016 CBC TAG 4: DETAIL: 166983 - D2 AH - 4 SEISMIC ANALYSIS LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) FD = 1.13 Ev= (0.2Sds) = 0.15 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 12000 lbs (UNIT+ RAIL WEIGHT) TOTAL NUMBER OF MOUNTING POINTS = 10 PLAN SIDE Anchor Bolt AB -I P cD LL U (Ed)L (End UNIT HEIGHT= 90 in (K), in. (L), in. (M), in. (Emb), in. I45 j I 225 89 SEE CALC q r (Pd), in. 2 I ISEECALCI (Ed), in. (J), in. SEE CALC I 8 (Sp), in. (N), in. SEEDETAIL 0 SEISMIC HORIZONTAL LOAD = 12000 lbs X 1.13 X 2.5 = 33900 lbs "FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0=2.5 MAX TORQUE DUE TO ECCENTRICITY = 33900 X 8 = 271200 Ib.in SHEAR LOAD / POINT= 33900 / 10 POINT(S) + 271200 / ( 225 in X 2 ) = 3993 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 33900 lbs x 45 in ) = 1525500 lb.in RESISTING MOMENT= 12000 lbs X( 0.9 - 0.15 )X( 225.0 in / 2 - 8 in) = 940500 lb.in NET OVERTURN = 1525500 lb.in - 940500 Ib.in = 585000 lb.in UPLIFT PER MOUNTING POINT = 585000 lb.in / ( 2 X 225.0 in = 1300 lbs PER MOUNTING POINT r1lrv)!')rv)r 1OQ mill T 1484 ISAT SEISMIC BRACING Job: 166983 - D2 8 Notham Street, La Mirada, CA 90638 Date: 12/10/2019 TOTAL SUPPORT PH 877 999 4728 FX 714 523 0845 Designed By MA pa, CODE: 2016 CBC TAG 4: DETAIL: 166983 - D2 AH-4 SEISMIC ANALYSIS LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) FD = 1.13 Ev= (0.2Sds) = 0.15 CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT Y-Y = 5 PRI OVERTURN = ( 33900 lbs x 45 in ) = 1525500 Ib.in RESISTING MOMENT= 12000 lbs X( 0.9 - 0.15 )X ( 89.0 in /2 - 0 in) = 400500 Ib.in NET OVERTURN = 1525500 Ib.in - 400500 Ib.in = 1125000 Ib.in UPLIFT PER MOUNTING POINT = 1125000 Ib.in / ( 5 X 89.0 in) = 2528 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 3993 lbs TENSION = 2528 lbs SEE ATTACHED ANCHORAGE REPORT 1OQ DEWALT, DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED Br?owers DDA - D2 Sep 05 2019 1.Projectlnfornation Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: Tonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC .... 2Seleeted Anchor InfoEmatlon Selected Anchor: Pure 110+ •. Brand: DEWALT Material: 5/8" 5/8" 0 Threaded Rod ASTM A193 B8 Class Embedment:. hef 4.5 in hnom 4.5 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled 3i5esignPrincipies Design Method: ACT 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) no=User Defined 4 Base tferia1iiiffnation Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 12 in Width 7 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1Irv)!')rv)r 1OQ D07-f077 DEWALT Design Assist Ver. 1.4.0.0 Page ENGINEERED BY ?owers DDA - D2 Sep 05 2019 Geometric Conditions Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 632.00 9662.00 0.065 OK Concrete Breakout Strength 2528.00 9897.00 0.255 OK Bond Strength 2528.00 9079.00 0.278 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (ib) Capacity (lb) Utilization Status Critical Steel Strength 998.00 4019.00 0.248 OK Concrete Breakout Strength 3993.00 4409.00 0.906 OK Controls Pryout Strength 3993.00 26074.00 0.153 OK '7Warnings and Remarks V ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1OQ' D00,f077 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 5 ENGINEERED BY ftwem DDA - D2 Sep 05 2019 alConditions Design Loads / Actions Z Nu 2528 lb Vux 0 lb Vuy 3993 lb Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% Diributin Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 632.00 998.3 0.0 998.3 2.500 4.500 2 632.00 998.3 0.0 998.3 2.500 -4.500 3 632.00 998.3 0.0 998.3 -2.500 4.500 4 632.00 998.3 0.0 998.3 -2.500 -4.500 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (1llV)/')tV)t 1OQ I DQ,f')77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers DDA - D2 Sep 05 2019 Steel Strength: ACI 318-14 17.4.1 Variables Nsa (lb) 12882 0.75 Results (PNsa = 9662.0 Nua = 632.0 Utilization = 6.5% lb Table 17.3.1.1 lb Concrete Breakout Strength: ACt 318-14 17.4.2 Equations - t4j. tjJ dg '4Jw i4J Nb Alb = kc . . . Variables ANC (m2) ANCO (in') 'ec,N 416.250 182.250 1.000 Cac (in) kc Xa 10.110 17.000 1.000 Nb (lb) q 8888.497 0.65 Results Ncbg = 9897 lb Nua = 2528.0 lb Utilization = 25.5% Eqn. 17.4.2.1b Eqn. 17.4.2.2a "ed,N "c,N cp,N 1.000 1.000 1.000 (psi) hef (in) Camin (in) 3000 4.5 8 (PSejs 0.750 Table 17.3.1.1 Bond Strength: I ACt 318-14 17.4.5 -- Equations A - ....... Alba Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1OQ DEWALT ENGINEERED By?OWerS' DEWALT Design Assist Ver. 1.4.0.0 DDA - D2 Page 7 Sep 05 2019 AIL.• • w. Eqn. 17.4.5.2 Variables ANa (in2) ANaO (in 2) Tec,Na 'T'ed,Na 'cp,Na 413.470 180.421 1.000 1.000 1.000 Xa tKcr (psi) hef (in) (PCNa (m) Cac (in) Camin (in) 1.000 919.772 4.5 6.716 10.110 8.000 Nba (lb) '11g,Na PSejs 8126.858 1.000 0.65 0.750 Results (PNag = 9079 lb Table 17.3.1.1 Nua = 2528 lb Utilization = 27.8% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rtlIrv)I')r')rl 1cQ' D-,- Al ,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 8 ENGINEERED BY ?owers DDA - D2 Sep 05 2019 Steel Strength: V ACI 318-14 17.5.1 Variables U Vsa,eq (lb) ( 6183.360 0.65 Results = 4019 lb Vua = 998 lb Table 17.3.1.1 Utilization = 24.8% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations A1,. = - 4r . . .*ev . 4r yb Avw vfr = (a. . . j71.. V Eqn. 17.5.2.1b Eqn. Variables A f2 Vc A (2\ VcO m jI ec,V jJ ed,V tJJ c,V 1.Ji h,V 126.000 128.000 1.000 1.000 1.000 1.155 le (in) da (') ka fc (psi) Cal' (in) Vb (lb) 4.500 0.625 1.000 3000 5.330 5540.683 (PSejs 0.70 0.750 Results (PVcbg = 4409 lb Direction = Vua = 3993 lb Table 17.3.1.1 Utilization = 90.6% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility A1Irv)i')rv)n 1OQ' DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY 'owers DDA - D2 Sep 052019 I Pryout Strength: V AU 318-14 17.5.3 Equations V=kcp .Ncpg Eqn. 17.5.3.1b ----• = Eqn. 17.4.5.1a = . .d. .hf Eqn. 17.4.5.2 Variables AN, (in') ANaO (1112) 'ec,Na 'ed,Na ''cp,Na ka 413.470 180.421 1.000 1.000 1.000 1.000 t}ccr Cac (in) (PCNa (in) hef (in) ''g,Na Camin (in-lb) 919.772 10.110 6.716 4.5 1.000 8.000 Nba (lb) k 8126.858 2.000 0.70 Results (Vcpg = 26074 lb Vua = 3993 lb Table 17.3.1.1 Utilization = 15.3% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r%1lrv)/')r')r1 ieoQ' DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 10 ENGINEERED BYOWerS DDA - D2 Sep 052019 • ACI 318-14 17.6 Equations ( N Eqn. 17.6.3 + ____ 1.2 Variables v,JI 0.278 0.906 Results 0.987 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for-agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rillrv)P)lv)n 1OQ' AA ,.F')77 .MAE. ff;~ TOTAL SUPPORT Innóvation.• En i,9.:B1M *:Fabricatióâ 4OMS CODE: 2016 CBC DETAIL: 166983 - D2 WIND ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX: 714.523.0845 Job: 166983 - D2 Date: 12/12/2019 Designed By: MA TAG: AH-4 LOCATION: UP TO ROOF LEVEL WIND HORIZONTAL PRESSURE = 52.1 psf WIND VERTICAL PRESSURE = 41.1 psf MIN UNIT'S WEIGHT= 9,500 lbs UNIT'S DIMENSIONS: MAX HEIGHT 90 in MAX LENGTH = 347 in MAX WIDTH= 99 in HOR. WIND LOAD = 52.1 psf x 90 in x UPLIFT WIND LOAD = 41.1 psf x 347 in x FOR LRFD LOAD COMBINATION [W + 0.9D], HENCE: HOR. WIND LOAD = 11299 lbs x 1 = UPLIFT WIND LOAD = 9805 lbs x 1 = (LRFD LEVEL) 347 in / (12 in/ft)2 = 11299 lbs 99 in / (12 in/ft)2 = 9805 lbs 11299 lbs 9805 lbs TOTAL NUMBER OF MOUNTING POINT(S) = 10 PLAN SIDE Anchor Bolt 'p"v (p, CD U(Ed)L (End (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. I45 j I 225 I I 89 I I -SEECALC I I SEE CA I F 0 I q r (Pd), in. (Sp), in. (N), in. 2 5 SEECALC SEEDETAIL 0 lOQ, D.,At,-F')77 .. Job: 166983-D2 &m~-ISAT SEISMIC BRACING Date: 12/12/2019 14848 Notham Street, La Mirada, CA 90638 Designed By: MA TOTAL SUPPORT Mnóvadon.Engineen....Fabctjàj PH: 877.999.4728 FX:714.523.0845 ADW, of Crnmt CODE: 2016 CBC DETAIL 166983 D2 44 TAG # WIND ANALYSIS AH 4 i LOCATION: UP TO ROOF LEVEL (LRFD LEVEL) SHEAR LOAD / MOUNTING POINT = 11299 / 10 = 1130 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 11299 x 45 ) = 508463 Ib.in RESISTING MOMENT= 9500 x 0.9 x( 0.5 x 225 - 0 - 9805 x( 0.5 x 225 ) = -141178 Ib.in NET OVERTURN = 508463 - -141178 = 649642 Ibs.in UPLIFT PER MOUNTING POINT = 649642 / ( 2 X 225 ) = 1444 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LC NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = PRI OVERTURN = ( 11299 x 45 ) = 50846 RESISTING MOMENT= 9500 x 0.9 x( 0.5 x - 9805 x( 0.5 x 89 NET OVERTURN = 508463 - -55844 = 56430 UPLIFT PER MOUNTING POINT = 564307 / ( 5 X 5 Ib.in 89 - 0 = -55844 Ib.in Ibs.in 89 )= 1269 lbs CHECK SHEAR AND MAX TENSION INTO CONCRETE MAX SHEAR= 1130 lbs MAX TENSION= 1444- :Ibs SEISMIC LOADS GOVERN fl1(Y)1')(v)r) 1gOQ I D,-f)77 ISAT SEISMIC BRACING Job: 166983 - D3 IULIJ 14848 Notham Street, La Mirada, CA 90638 Date: 12/10/2019 TOTAL SUPPORT PH: 877.999.4728 FX:714.5230845 Designed By: MA tr.riavTtn . tnp;nprnng . 8PM • fancu:.on .Co... CODE: 2016 CBC TAG #: DETAIL: 166983 - D3 AH - 5,6 SEISMIC ANALYSIS LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) Fo = 1.13 Ev= (0.2Sds) = 0.15 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 15000 lbs (UNIT+ RAIL WEIGHT) TOTAL NUMBER OF MOUNTING POINTS = 8 PLAN SIDE cphw T . Anchor Bolt AB—' L—L ilL (EcD (End UNIT HEIGHT= 114 in (K), in. (L), in. (M), in. 65 201 91 q r 2 4 (Emb), in. (Ed), in. (J), in. SEE CALC SEE CALC I r 13 (Pd), in. (Sp), in. (N), in. SEE CALC SEE DET r 0 SEISMIC HORIZONTAL LOAD = 15000 lbs X 1.13 X 2.5 = 42375 lbs **FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0=2.5 MAX TORQUE DUE TO ECCENTRICITY = 42375 X 13 = 550875 Ib.in SHEAR LOAD / POINT= 42375 / 8 POINT(S) + 550875 / ( 201 in X 2 ) = 6667 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 42375 lbs x 65 in ) = 2754375 Ib.in RESISTING MOMENT= 15000 lbs X( 0.9 - 0.15 )X( 201.0 in / 2 - 13 in) = 984375 lb.in NET OVERTURN = 2754375 Ib.in - 984375 Ib.in = 1770000 Ib.in UPLIFT PER MOUNTING POINT = 1770000 Ib.in / ( 2 X 201.0 in) = 4403 lbs PER MOUNTING POINT IN ISAT SEISMIC BRACING Job: 166983 - D3 14848 Notham Street, La Mirada, CA 90638 Date: 12/10/2019 TOTAL SUPPORT PH 877 999 4728 FX 714 523 0845 Designed By MA Iflnotal,cn fngiIefln9 BIM lofrnca4afl _________________ CODE 2016CBC TAG DETAIL: 166983 - D3 AH - 5,6 SEISMIC ANALYSIS LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) Fp = 1.13 Ev= (0.2Sds) = 0.15 CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINTAB RESULTING FROM Y-Y LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT Y-Y = 4 PRI OVERTURN = ( 42375 lbs x 65 in ) = 2754375. Ib.in RESISTING MOMENT= 15000 lbs X( 0.9 - 0.15 )X ( 91.0 in /2 - 0 in) = 511875 Ib.in NET OVERTURN = 2754375 Ib.in - 511875 Ib.in = 2242500 Ib.in UPLIFT PER MOUNTING POINT = 2242500 Ib.in / ( 4 X 91.0 in = 6161 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 6667 lbs TENSION = 6161 lbs SEE ATTACHED ANCHORAGE REPORT nhI,v,I',rv)r 1oa' o-,.Aa,c')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED ST ?owers DDA - D3 Sep 05 2019 Project Information Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC - - -. _--.-_-------.-,,.--,- Selected Anchor Enformation. Selected Anchor: Brand: Pure 10+ DEWALT Material: 3/4" 0 Threaded Rod ASTM A 193 B8 Class Embedment: h,f 4.25 in hnom 4.25 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled 3Deign Iiintiples Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) 92,= User Defined - re---. 4. Base Material Information r --- ---- --------- Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 16 in Width 16 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (1Th')I')tV)r 1OQ' DEWALT Design Assist Ver. 1.4.0.0 Page 3 DEWALT ENGINEERED BY ?owers DDA - D3 Sep 05 2019 Teonietric Conditions ( - --' - - - - - - - . --. :_- - - ;- y- // - L N V / / \ V - l / k "\ hmin 6.000 in •cmui 3:750 in Cac &944- in s 3:750 in 6. Summary Results - - Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 770.00 14300.00 0.054 OK Concrete Breakout Strength 6161.00 17468.00 0.353 OK Bond Strength 6161.00 15943.00 0.386 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 833.00 5949.00 0.140 OK Concrete Breakout Strength 6667.00 8330.00 0.800 OK Controls Pryout Strength 6667.00 45784.00 0.146 OK 7.Warriing.s and ?iemarks - - ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professionallengineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY 'owers DDA - D3 Sep 05 2019 Load€onditions Design Loads / Actions. z Nu 6161 lb Vux 0 lb Vuy 6667 lb Mu.z 0 in-lb Mux 0 in-lb Muy 0 in-lb 14, ±MWJ Consider Load Reversal X Direction 100% Y Direction 100% Load Distribution Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 770.13 833.4 0.0 833.4 7.000 7.000 2 770.13 833.4 0.0 833.4 7.000 0.000 3 770.13 833.4 0.0 833.4 7.000 -7.000 4 770.13 833.4 0.0 833.4 0.000 7.000 5 770.13 833.4 0.0 833.4 0.000 -7.000 6 770.13 833.4 0.0 833.4 -7.000 7.000 7 770.13 833.4 0.0 833.4 -7.000 0.000 8 770.13 833.4 0.0 833.4 -7.000 -7.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility l-Hirv)i')rw IOQ' D.,ø r,1 ,.c)77 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers DDA - D3 Sep 05 2019 10. Destgn Proof Tension Loaing Steel Strength: N ACI 318-14 17.4.1 II Variables Nsa (lb) 19066.5 0.75 Results (PNsa = 14300.0 lb Table 17.3.1.1 Nus = 770.0 lb Utilization = 5.4% Concrete Breakout Strength: AC! 318-14 17.4.2 Equations Atico Nkc .A . . 1-5 Variables A (in') Nc " I A 2\ NcO ( ' J UI ecN 714.000 162.563 1.000 Cac (in) k 8.944 17.000 1.000 Nb (lb) ç 8158.174 0.65 Results Ncbg = 17468 lb Nua = 6161.0 lb Utilization = 35.3% Eqn. 17.4.2.1b Eqn. 1.7.4.2.2a Tc,N ed,N 'cp,N 1.000 1.000 1.000 f (psi) hef (in) Camin (in) 3000 4.25 12 P5eis 0.750 Table 17.3.1.1 Bond Strength: ACt 318-14 17.4.5 I Equations I - AT, 4t Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (1l1V)I')rV)A 1tOQ DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED By'?owerS DDA - D3 Sep 052019 =37jrl,•iT • d, Eqn. 17.4.5.2 Variables A r 2\ A Na m NaO " I ec,Na ed,Na w cp,Na 889.913 250.634 1.000 1.000 1.000 Xa t}ccr (psi) hef (in) (PCNa (in) Cac (in) Camin (in) 1.000 919.772 4.25 7.916 8.944 12.000 Nba (ib) 'g,Na Peis 9210.439 1.000 0.65 0.750 Results (PNag = 15943 lb Table 17.3.1.1 Nua = 6161 lb Utilization = 38.6% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rtiiivi'rvr 1OQ' DEWALT Design Assist Ver. 1.4.0.0 Page 8 ENGINEERED BY 'owers Design Proof Shear 4 Steel Strength: ACI 318-14 17.5.1 Variables DDA - D3 Sep 052019 1 Rficn V fn - =j- Results Vsa,eq = 5949 Vua = 833 Utilization = 14.0% lb lb lb Table 17.3.1.1 Concrete Breakout Strength: ACI 318-14 17.5.2 Equations V69 = - 4r v 14 ,= (. i) .A. . (Ce*)LS V Eqn. 17.5.2.1b Eqn. Variables A Ij2\ Vc ' I A 1n" VcO 'J J '1' ec,V ed,V 'P c,V Thy 228.000 288.000 1.000 1.000 1.000 1.414 'e (in) da () Xa f (psi) Cal' (in) Vb (lb) 4.250 0.750 1.000 3000 8.000 10628.937 • (PSejs 0.70 0.750 Results (PVcbg = 8330 lb Direction = Vua = 6667 lb Table 17.3.1.1 Utilization = 80.0% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al IA')!')rv)) 4P.OQ I D-,. A ,f 077 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY ?owers DDA - D3 Sep 05 2019 Pryout Strength: AC! 318-14 17.5.3 Equations = kcp ikpg = 4 . *4 =Tj, ir .d. . h rf Variables ANa (in') ANaO (1112) '11ec,Na 889.913 250.634 1.000 tKCr Cac (in) (PCNa (in) 919.772 8.944 7.916 Nba (lb)CP k ( 9210.439 2.000 0.70 Results (PVcpg = 45784 lb Vua = 6667 lb Utilization = 14.6% V Eqn. 17.5.3.1b Eqn. 17.4.5.1a Eqn. 17.4.5.2 '11ed,Na 'cp,Na ka 1.000 1.000 1.000 hef (in) '11g,Na C 1 (in-lb) 4.25 1.000 12.000 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AII(V)l')IV)fl 4OQ'1 D ,f')77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 10 ENGINEERED Br?owers DDA - D3 Sep 05 2019 1nteraction of Tension and Shear ioad 1efrcuc ____ - ----------- - AC! 318-14 17.6 Equations ( N Eqn. 17.6.3 ____ kp•N 1.2 Variables M.V, 9N 0.386 0.800 Results 0.989 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility IgT TOTAL SUPPORT Innovation.. En4ine€icng:.:8IM .FabrktiOa .oM.co,, Rf T c$pv CODE: 2016 CBC DETAIL: 166983 - D3 WIND. ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D3 Date: 12/12/2019 Designed By: MA TAG #: AH - 5,6 LOCATION: UP TO ROOF LEVEL WIND HORIZONTAL PRESSURE = 52.1 psf WIND VERTICAL PRESSURE = 41.1 psf MIN UNIT'S WEIGHT= 12,500 lbs UNIT'S DIMENSIONS: MAX HEIGHT = 114 in MAX LENGTH = 346 in MAX WIDTH= 99 in HOR. WIND LOAD = 52.1 psf x 114 in x UPLIFT WIND LOAD = 41.1 psf x 346 in x FOR LRFD LOAD COMBINATION [W + 0.9D], HENCE: HOR. WIND LOAD = 14271 lbs x 1 = UPLIFT WIND LOAD = 9777 lbs x 1 = (LRFD LEVEL) 346 in / (12 in/ft)2 = 14271 lbs 99 in / (12 in/ft)2 = 9777 lbs 14271 lbs 9777 lbs TOTAL NUMBER OF MOUNTING POINT(S) = 8 PLAN SIDE Anchor Bolt t 4hV ( P d) -:'-1- (End (K), in. (L), in. (M), in. (Emb), in. (Ed), in. I(J), in. I57I I 201 I I 91 I I -SEE CALL] I SEE CA LC I F 0 I q r (Pd), in. (Sp), in. (N), in. 2 I SEECALC SEE DETAIL I 0 AlIIV)!')A')t ica TOTAL SUPPORT- &0i 81M .fabkati A O.U$on qI To.E CnU,ctut 5c.ft.$ ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D3 Date: 12/12/2019 Designed By: MA CODE: 2016 CBC DETAIL: 166983 - D3 TAG 1 : WIND ANALYSIS LOCATION: UP TO ROOF LEVEL (LRFD LEVEL) SHEAR LOAD / MOUNTING POINT = 14271 / 8 = 1784 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 14271 x 57 ) = 813450 Ib.in RESISTING MOMENT= 12500 x 0.9 x( 0.5 x 201 - 0 - 9777 x( 0.5 x 201 ) = 148070 Ib.in NET OVERTURN = 813450 - 148070 = 665380 Ibs.in UPLIFT PER MOUNTING POINT = 665380 / ( 2 X 201 ) = 1656 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 4 PRI OVERTURN = ( 14271 x 57 ) = 813450 Ib.in RESISTING MOMENT= 12500 x 0.9 x( 0.5 x 91 - 0 - 9777 x( 0.5 x 91 ) = 67037 Ib.in NET OVERTURN = 813450 - 67037 = 746413 Ibs.in UPLIFT PER MOUNTING POINT = 746413 / ( 4 X 91 ) = 2051 lbs CHECK SHEAR AND MAX TENSION INTO CONCRETE MAX SHEAR= 1784 lbs MAX TENSION= 2051 lbs SEISMIC LOADS GOVERN TOTAL SUPPORT 1flnOvtJW (np)nnng (M FMtat,w, CODE: 2016 CBC DETAIL: 166983 - D4 ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D4 Date: 12/18/2019 Designed By: MA TAG# B-1,2 :1 I LOCATION = LEVEL 1 (GROUND) I Sds= 0.75 (LRFD LEVEL) I Fp = 0.23 Ev= (0.2Sds) = 0.15 I LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 3000 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 PLAN SIDE cpv ; ~—J—o K Anchor Bolt AB .xI :Pd)I L—L UL(Ed) (End UNIT HEIGHT= 78 in (K), in. (L), in. (M), in. 39 40 26 q r 2 2 (Emb), in. (Ed), in. (J), in. SEECALC SEE CALC 0 (Pd), in. (Sp), in. (N), in. SEE CALC SEE DETAIL 0 SEISMIC HORIZONTAL LOAD = 3000 lbs X 0.23 X 2.5 = 1725 lbs "FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0=2.5 SHEAR LOAD / POINT= 1725 / 4 POINT(S) = 431 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 1725 lbs x 39 in ) = 67275 Ib.in RESISTING MOMENT= 3000 lbs X( 0.9 - 0.15 )X( 40.0 in /2 - 0 in) = 45000 Ib.in NET OVERTURN = 67275 Ib.in - 45000 Ib.in = 22275 lb.in UPLIFT PER MOUNTING POINT = 22275 Ib.in / ( 2 X 40.0 in = 278 lbs PER MOUNTING POINT flhi(V)I')fl')r 1OQ' , OfFm TOTAL SUPPORT 1mw a1mn En,mrn9 81M F,,1mca1mn (m1mI CODE: 2016 CBC DETAIL: 166983 - D4 ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D4 Date: 12/18/2019 Designed By: MA .TAG 44: B - 1,2 LOCATION = LEVEL 1 (GROUND) Sds= 0.75 (LRFD LEVEL) I Fp = 0.23 Ev= (0.2Sds) = 0.15 I CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT Y-Y = 2 PRI OVERTURN = ( 1725 lbs x 39 in ) = 67275 lb.in RESISTING MOMENT= 3000 lbs X( 0.9 - 0.15 )X ( 26.0 in /2 - 0 in) = 29250 lb.in NET OVERTURN = 67275 lb.in - 29250 lb.in = 38025 lb.in UPLIFT PER MOUNTING POINT = 38025 lb.in / ( 2 X 26.0 in) = 731 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 431 lbs TENSION = 731 lbs SEE ATTACHED ANCHORAGE REPORT AIUV)I')(V)fl IOQ ori,-c')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY owers DDA - D4 Sep 052019 10ro3e4ttlnforrnation Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC 2 Selected Anchor InfoEmatlon --- Selected Anchor: Power-Stud+ SD2 Brand: DEWALT e Material: 1/2" 0 Medium Carbon Steel Embedment: hef 2 in hnom 2.5 in Approval: ICC-ES ESR-2502 Issued I Revision: May,2018 - Drill Method: Hammer Drilled - - ---.--_,--.--*.- --------.- .------- -- - Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) Do= User Defined ------------------ 4 Base Matenl Inforniatton Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nhin')1')n')r ica f)77 DEWALT Design Assist Ver. 1.4.0.0 Page 2 DEWALT ENGINEERED BY ?owers DDA - D4 Sep 052019 Geometdc Conditions ... ....... 4. ........... 6 - - - •••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ,- / ,-- K I \ J /431 / / hmin 4.500 in Cmm 4.000 in Cac 8.000 in Smin 6.000 in Summary Resurts - . * . . -• Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 731.00 7834.00 0.093 OK Concrete Breakout Strength 731.00 1284.00 0.569 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 431.00 3130.00 0.138 OK Concrete Breakout Strength 431.00 1146.00 0.376 OK Controls Pryout Strength 431.00 1844.00 0.234 OK 7rgjJein r1 ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. . Calculations including seismic design requirements in accordance with ACT 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACT 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Anchor layouts - Base Plate: You have selected one or more inputs that are outside the input / boundary conditions for the selected anchors.Please see and review all program Validations and report Warnings and Remarks.Proceed with caution! Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1iA!)rv)( 1OQ DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 4 ENGINEERED BY ?owers DDA - D4 Sep 05 2019 8. Load Condions Design Loads / Actions Z Nu 731 lb Vux 431 lb Vuy 0 lb N Mu.z 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% Load Di1lutIon Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces I Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 1 731.00 431.0 431.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1Th'1'wri 1OQ 10. l)esign Proof Teiion Load Steel Strength: AC! 318-14 17.4.1 Variables Nsa (lb) 10445 0.75 Results (PNsa = 7834.0 Nus = 731.0 Utilization = 9.3% lb Table 17.3.1.1 lb DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?owers DDA - D4 Sep 05 2019 Concrete Breakout Strength: AC! 318-14 17.4.2 Equations N.= - 4irpy .Alb N = kc . . . i.s Variables ANC (m2) ANCO (j2) '1'ec,N 36.000 36.000 1.000 Cac (in) k 8.000 17.000 1.000 Nb (lb) ( 2633.629 0.65 Results NCb = 1284 lb Nua = 731.0 lb Utilization = 56.9% Eqn. 17.4.2.1a Eqn. 17.4.2.2a 'ed,N Tc,N 'cp,N 1.000 1.000 1.000 c (psi) hef (in) Car (in) 3000 2 4 (PSeis 0.750 Table 17.3.1.1 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (lIrv!'),vr IOQ .-.c')77 Table 17.3.1.1 DEWALT Design Assist Ver. 1.4.0.0 Page 6 DEWALT ENGINEERED BY 'owers' DDA - D4 Sep 052019 i 1. Design ProofSbear Loadih Steel Strength: ACt 318-14 17.5.1 Variables (lb) c 48 15.000 0.65 Results = 3130 lb Vua = 431 lb Utilization = 13.8% Concrete Breakout Strength: AC! 318-14 17.5.2 Equations A. V5, 4i 4i V& (8. V Eqn. 17.5.2.1a Eqn. 17.5.2.2a Variables A 1m2 Vc '. I A (j2\ VcO '. I f ec,V ed,V 'V c,V Tb,V 40.000 50.000 1.000 0.940 1.000 1.000 le (in) d (in) ka f (psi) Cal' (in) V (lb) 2.000 0.500 1.000 3000 3.330 2177.077 (PSeis 0.70 0.750 Results pVCb = 1146 lb Direction = X+ Vua = 431 lb Table 17.3.1.1 Utilization = 37.6% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AlIIV)P)A')fl 1OQ DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers DDA - D4 Sep 052019 Pryout Strength: V AC! 318-14 17.5.3 Equations V=kcp .Ncp Eqn. 17.53.1a Nt= ---- i4i, Eqn. 17.4.2.1a A. 11 , LS Eqn. 17.4.2.2a Variables ANC (in') ANCO (in2) 'Pec,N 'ed,N "c,N '11cp,N 36.000 36.000 1.000 1.000 1.000 1.000 Cac (in) kc Xa hef (in) f (psi) Cm (in) 8.000 17.000 1.000 2 3000.000 4.000 Nb (lb)CP k N, (lb) ( 2633.629 1.000 2633.629 0.70 Results = 1844 lb Table 17.3.1.1 Vua = 431 lb Utilization = 23.4% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al1A')P)(V)fl 1OQ' DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 8 ENGINEERED BY ?owers DDA - D4 Sep 052019 12. Interacon of Tension and Shear Loads - - -. PJr tic ACI 318-14 17.6 Equations Eqn. 17.6.3 ( T N + _ \q•N <-1.O 1.2 Variables Nan 0.569 0.376 Results 0.788 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nhlrv)1')rv)r 1OQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY 'owers' DDA - D4 - ALTER. Sep 05 2019 .1. Prject Information Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour®isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN SEISMIC LTERNATEEPÔXY OPTIONJ - 2.Selected Anchor Information .:, ... Selected Anchor: Pure ll0+ ---rT Brand: DEWALT J Material: 1/2" 0 Threaded Rod ASTM F 1554 OR 36 Embedment: hef 3 in hnom 3 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled 3D'ignPrincipIes - Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) KTl= User Defined -.-- - --- 4. Base ylate - rial Information - Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.0.0 Page 2 DEWALT ENGINEERED BY owers DDA - D4 - ALTER. Sep 05 2019 5. Geometric Condtin ' :...... ...•.•. ......................... - - - - '- c. k. Sf ' ... N I >i / ' Nc / 431 " \ / . . ..' N hmin 4.250 in Cmm 2.500 in 'Cac 6A00 in s1, 2.500 in 6. Summary Results Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 731.00 6173.00 0.118 . OK Concrete Breakout Strength 731.00 1977.00 0.370 OK Bond Strength 731.00 1039.00 0.703 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 431.00 2568.00 0.168 OK Concrete Breakout Strength 431.00 1243.00 0.347 OK Controls Pryout Strength 431.00 2984.00 0.144 OK Wainiugs and Wemarks f. <'L. ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professionallengineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with AC! 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AhIt')I')lV)fl 100 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 4 ENGINEERED BY ?owers DDA - D4 - ALTER. Sep 052019 Load Condition - - - - ------------------------------------- - - - Design Loads / Actions Z Nu 731 lb Vux 431 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb 1-0 . Consider Load Reversal X Direction 100% Y Direction 100% LL Load Dtstrthution L &....-. ... L............ Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 1 731.00 431.0 431.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1Th',1')A')r 1OQ 1 D-,.07A,f')77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 5 ENGINEERED BY ?owers DDA - D4 - ALTER. Sep 05 2019 - w -- 10. Design Proof Tensjon Loading - - Steel Strength: t N AC! 318-14 17.4.1 Variables Nsa (lb) 8230.2 0.75 Results (PNsa = 6173.0 lb Table 17.3.1.1 N = 731.0 lb Utilization = 11.8% Concrete Breakout Strength: AC! 318-14 17.4.2 Equations N.= . . 1IJ:. kc Variables A (2\ Nc '. / A C2\ NcO '. I P ec,N 64.000 64.000 1.000 Cac (in) k 6.100 17.000 1.000 Nb (lb) ( 4054.737 0.65 Results NCb = 1977 lb Nua = 731.0 lb Utilization = 37.0% JL Eqn. 17.4.2.1a Eqn. 1,7.4.2.2a 1.000 1.000 f c (psi) h'f (in) 3000 2.67 (PSejs 0.750 cp,N 1.000 Camin (in) 4 Table 17.3.1.1 Bond Strength: t N AC! 318-14 17.4.5 4 4 Equations : - Eqn. 17.4.5.1a 4 = Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility ,..f')77 Alb,• . -h Variables ANa (j2) ANaO (in2) 64.000 119.641 t}ccr (psi) 1.000 919.772 Nba (lb) ''g,Na 4334.324 1.000 Eqn. 17.4.5.2 "ec,Na "ed,Na 'cp,Na 1.000 0.919 1.000 h'ef (in) (PCNa (in) Cac (in) Camin (in) 2.67 5.469 6.100 4.000 ( (PSeis 0.65 0.750 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers DDA - D4 - ALTER. Sep 052019 Results (PNa = 1039 lb Table 17.3.1.1 Nua = 731 lb Utilization = 70.3% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AI InOlOn0r) 1OQ2 Variables Av (in') Avo (in 2) 40.000 50.000 le (in) da (in) 3.000 0.500 0.70 Results pVCb = 1243 Direction = X+ Vua = 431 Utilization = 34.7% 'ec,V 'ed,V Tc,v 1.000 0.940 1.000 1.000 fc (psi) Cal' (in) Vb (lb) 1.000 3000 3.330 2360.979 0.750 lb lb Table 17.3.1.1 DEWALT Design Assist Ver. 1.4.0.0 Page 7 DEWALT ENGINEERED By ?owers DDA - D4 - ALTER. Sep 052019 esnPiJofShqiiLoadng Steel Strength: V AC! 318-14 17.5.1 Variables Vsa,eq (lb) ( 3950.496 0.65 Results Vsaeq = 2568 lb Vua = 431 lb Table 17.3.1.1 Utilization = 16.8% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations A. = lev 4i. Vj ,= (. (jLZ .) . •.ff (c) Eqn. Eqn. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility flhl(V)P)tV)fl 1ona D7f')77 'ed,Na 'cp,Na Xa 0.919 1.000 1.000 h'ef (in) 'g,Na Camin (in-lb) 2.66666666 1.000 4.000 666667 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 8 ENGINEERED BY 'owers DDA - D4 - ALTER. Sep 05 2019 Pryout Strength: ACI 318-14 17.5.3 Equations Vkcp .Ncp N= -' 4, -N = . rg 4 h1 Variables ANa (in 2) ANaO (m2) '1ec,Na 64.000 119.641 1.000 tKcr Cac (in) (PCNa (in) 919.772 6.100 5.469 Nba (lb) kcp 4334.324 2.000 0.70 Results TV CP = 2984 lb Vua = 431 lb Utilization = 14.4% V Eqn. 17.5.3.1a Eqn. 17.4.5.Ia Eqn. 17.4.5.2 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nil 1)rl')n 100 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 9 ENGINEERED By?oWerS DDA - D4 - ALTER. Sep 05 2019 ' 12'interactJfenslo n a rFSh ear Loa d17 ACI 318-14 17.6 Equations ( N . Eqn. 17.6.3 V <-1O 1.2 Variables 0.703 0.347 Results 0.875 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al! P)IV)fl ISAT SEISMIC BRACING Job: 166983 - D5 14848 Notham Street, La Mirada, CA 90638 Date: 12/12/2019 TOTAL SUPPORT PH 877 999 4728 FX 714 523 0845 Designed By MA Mnat,cn (ngneeong tM fabncalon CODE: 2016 CBC TAG #: DETAIL: 166983- D5 P - 1,2 SEISMIC ANALYSIS LOCATION = LEVEL 1 (GROUND) Sds= 0.75 (LRFD LEVEL) FD = 0.3 Ev= (0.2Sds) = 0.15 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 210 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 PLAN S IDE ""w Pd)I 1 U(Ed)L (End Anchor Bolt UNIT HEIGHT= 15 in (K), in. (L), in. (M), in. 8 25 12 q r 2 2 (Emb), in. (Ed), in. (J), in. SEE CALC SEE CALC 0 (Pd), in. (Sp), in. (N), in. SEE CALC SEE DETAIL 0 SEISMIC HORIZONTAL LOAD = 210 lbs X 0.3 X 2.5 = 158 lbs **FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0=2.5 SHEAR LOAD / POINT= 158 / 4 POINT(S) = 39 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 158 lbs x 8 in ) = 1260 Ib.in RESISTING MOMENT= 210 lbs X( 0.9 - 0.15 )X( 25.0 in /2 - 0 in) = 1969 Ib.in NET OVERTURN = 1260 lb.in - 1969 lb.in = -709 Ib.in UPLIFT PER MOUNTING POINT = -709 lb.in / ( 2 X 25.0 in = -14 lbs PER MOUNTING POINT A1Th'l'(V)fl 1OQ) TOTAL SUPPORT (rpk.rrd-g • CODE: 2016 CBC DETAIL: 166983 - DS SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D5 Date: 12/12/2019 Designed By: MA TAG #: P - 1,2 LOCATION = LEVEL 1 (GROUND) I Sds= 0.75 (LRFD LEVEL) Fp = 0.3 I Ev= (0.2Sds) = 0.15 I CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 2 PRI OVERTURN = ( 158 lbs x 8 in ) = 1260 lb.in RESISTING MOMENT= 210 lbs X( 0.9 - 0.15 )X ( 12.0 in /2 - 0 in) = 945 lb.in NET OVERTURN = 1260 lb.in - 945 lb.in = 315 lb.in UPLIFT PER MOUNTING POINT = 315 lb.in / ( 2 X 12.0 in) = 13 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 39 lbs TENSION = 13 lbs SEE ATTACHED ANCHORAGE REPORT CHECK SHEAR. TENSION & BENDING IN ANCHOR (STEEL CHECK MAX TENSION = 13 lbs / 2.5 = 5 lbs 4 TENSION MAX SHEAR = 39 lbs / 2.5 = 16 lbs MAX ANCHOR STAN D-OFF.= 0.75" SHEAR DEMAND BENDING MOMENT= 16 lbs x 0.75 in I LL 0.75 = 12 Ibs.in ANCHOR DIAMETER = 1/2 ALLOWABLE SHEAR LOAD = 2568 lbs (PER DEWALT ANALYSIS) ALLOWABLE TENSION LOAD = 6173 lbs (PER DEWALT ANALYSIS) Fy = 36000 psi (PER ESR-3298) S-MODULUS = it X (0.5"A3) /32 = 0.012 in Z-MODULUS = (0.5''3) /6 = 0.021 in Mn = MIN( Fy Zx, 1.6 Fy Sx) = MIN( 36000 X 0.0208 , 1.6 X 36000 X 0.0122) Mn = 702 lbs.in 4 Mn = 0.9 x 702 Ibs.in = 632 Ibs.in INTERACTION EQ. 5 16 12 + + = 0.03 < 1.00 6173 2568 632 PASS r1Irv)v)r'v)r% lQQ3 D-,,.77,f')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 D ENGINEERE BY ?owers DDA - D5 Sep 05 2019 lProiectlnMrniation Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: Ionis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC ------ --- - -- - Z seleUed AnchorJnformation Selected Anchor: Pure 110+ Brand: DEWALT Material: 1/2" 0 Threaded Rod ASTM F 1554 GR 36 1 Embedment: hef 2.75 in hnom 2.75 in Approval: ICC-ES ESR-3298 Issued I Revision: jul,2018 Dec,2018 Drill Method: Hammer Drilled Designrrniipks - Design Method: ACT 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) 91 User Defined .---- i ----.- -- ------ - --------------------- 4. llase Materal Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All l')A')tt 1OQ D.,,7Q,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 2 DEWALT ENGINEERED BY ?owers DDA - D5 Sep 05 2019 Gmetric tons ................. - - .- -- - -- z - , / > N - N k < . <........T._. . / T/ hmin 4.000 in Cmm 2.500 in Cac 5.285 in S inin 2.500 in Summary Results Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 13.00 6173.00 0.002 OK Concrete Breakout Strength 13.00 1977.00 0.007 OK Bond Strength 13.00 953.00 0.014 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 39.00 2568.00 0.015 OK Concrete Breakout Strength 39.00 1221.00 0.032 OK Controls Pryout Strength 39.00 2736.00 0.014 OK WrSings and lnarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 I The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1QQ I D-,,..7Q,f')77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 4 ENGINEERED BY 'owers' DDA - D5 Sep 05 2019 Load Conditions T Design Loads / Actions Z Nu 13 lb Vux 39 lb Vuy 0 lb N. 1 Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb . V Consider Load Reversal X Direction 100% Y Direction 100% M. Loa) —is tribution - - Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces I Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 13.00 39.0 39.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Allri')I')rv)ri 100 D. Of) ,f'77 Eqn. 17.4.2.1a I Eqn. 17.4.2.2a "ed,N 'cp,N 1.000 1.000 1.000 (psi) h'ef (in) C amin (in) 3000 2.67 4 PSejs 0.750 Table 17.3.1.1 DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?owers DDA - D5 Sep 052019 )esign Proof 1€nsion biding Steel Strength: t N AC1318-1417.4.1 - - H Variables Nsa (lb) (ib) 8230.2 0.75 Results cNsa = 6173.0 lb Table 17.3.1.1 Nua = 13.0 lb Utilization = 0.2% Concrete Breakout Strength: ACI 318-14 17.4.2 Equations All, N. = . i4,,. l'N Mb N=kc . k 477 . . Variables A (in') \ Nc A I . 2\ 'NcO ) UI ecN 64.000 64.000 1.000 Cac (in) k c 5.285 17.000 1.000 KT IU..\ Results NCb = 1977 lb N = 13.0 lb Utilization = 0.7% Bond Strength: N AC! 318-14 17.4.5 • Equations - - Eqn. 17.4.5.1a .--. . Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rlll(v)I')n')r% itciQ D-0 04 ,.f')77 DEWALT ENGINEERED BY ?owers DEWALT Design Assist Ver. 1.4.0.0 DDA - D5 Page 6 Sep 05 2019 Alb.• • i .d. .h 1 Eqn. 17.4.5.2 Variables ANa (jtj2) ANaO (in') ''ec,Na ed,Na 'cp,Na 64.000 119.641 1.000 0.919 1.000 Xa TKcr (psi) h'ef (in) (PCNa (in) Cac (in) C m (in) 1.000 919.772 2.67 5.469 5.285 4.000 Nba (lb) ''g,Na (P PSeis 3973.131 1.000 0.65 0.750 Results cNa = 953 lb Table 17.3.1.1 Nua = 13 lb Utilization = 1.4% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nhlrv)I,)rv,r 1cQ DEWALT Design Assist Ver. 1.4.0.0 Page 7 DDA - D5 Sep 052019 - RtCr[1L V DEWALT. ENGINEERED BY ?owers )signPihear Lod Steel Strength: ACI 318-14 17;5.1 Variables Vsa,eq (lb) P 3950.496 0.65 Results Vsa,eq = 2568 Vua Utilization = 1.5% lb lb Table 17.3.1.1 Concrete Breakout Strength: AC! 318-14 17.5.2 Equations 4a1 V *.V' v . (c) V Eqn. 17.5.2.1a Eqn. 17.5.2.2a Variables Ave (j2\ ' I A (2\ VcO ' I qi ec,V ed,V c,V tjl h,V 40.000 50.000 1.000 0.940 1.000 1.000 'e (in) da (in) ka f (psi) Cal' (in) Vb (lb) 2.750 0.500 1.000 3000 3.330 2320.248 (P (Pscis 0.70 0.750 Results = 1221 lb Direction = X+ Vua = 39 lb Table 17.3.1.1 Utilization = 3.2% I input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rilftv)!')(V)fl lQQ DnQ-F)77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 8 ENGINEERED BY ?owers DDA - D5 Sep 052019 V Eqn. 17.5.3.1a Eqn. 17.4.5.1a Eqn. 17.4.5.2 Pryout Strength: AC! 318-14 17.5.3 Equations = kcp Ncp A. N= A. iT -h Variables ANa (in2) ANaO (jt2) '11ec,Na 64.000 119.641 1.000 t}ccr Cac (in) (PCNa (in) 919.772 5.285 5.469 Nba (lb) kcp 3973.131 2.000 0.70 Results (pVq, = 2736 lb Vua = 39 lb Utilization = 1.4% 'cp,Na ka 0.919 1.000 1.000 h'ef (m) ''g,Na C (in-lb) 2.66666666 1.000 4.000 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AhIfV)I')tV)fl 1QQ D.,c,QA,f')77 D EWALT DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY-Powers DDA - D5 Sep 05 2019 i..Int eu Shear odsJ ACI 318-14 17.6 Equations ( N V Eqn. 17.6.3 + N V p•10 1.2 Variables 0.014 0.032 Results 0.032 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1OQ ISAT SEISMIC BRACING Job: 166983 - D6 ii OF m 14848 Notham Street, La Mirada, CA 90638 Date: 12/11/2019 TOTAL SUPPORT PH: 877.999.4728 FX:714.523.0845 Designed By: MA Iilnavaflon . ngmPrrm9 .BiM • fabncjtan CODE: 2016 CBC TAG 44: DETAIL: 166983 - D6 GWH-1 SEISMIC ANALYSIS LOCATION = UP TO ROOF Sds= 0.75 (LRFD LEVEL) FD = 0.38 Ev= (0.2Sds) = 0.15 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 800 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 PLAN SIDE Pd) I Anchor Bolt AB • L (End UNIT HEIGHT= 68 in (K), in. (L), in. (M), in. I I33I I 21 q r 2 2 (Emb), in. (Ed), in. (J), in. SEE CA LC SEE CA 0 (Pd), in. (Sp), in. (N), in. SEE CALC SEE DETAIL 0 SEISMIC HORIZONTAL LOAD = 800 lbs X 0.38 X 2.5 = 760 lbs **FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0 =2.5 SHEAR LOAD / POINT= 760 / 4 POINT(S) = 190 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 760 lbs x 34 in ) = 25840 Ib.in RESISTING MOMENT= 800 lbs X( 0.9 - 0.15 )X( 33.0 in /2 - 0 in) = 9900 Ib.in NET OVERTURN 25840 lb.in- 9900 Ib.in = 15940 Ib.in UPLIFT PER MOUNTING POINT = 15940 Ib.in / ( 2 X 33.0 in = 242 lbs PER MOUNTING POINT flh!A')!')A')tl IOQ ISAT SEISMIC BRACING Job: 166983 - D6 14848 Notham Street, La Mirada, CA 90638 Date: 12/11/2019 TOTAL SUPPORT PH 877 999 4728 FX 714 523 0845 Designed By MA Mnotao, £ngaerzng JM fabncabon CODE: 2016 CBC TAG #: DETAIL 166983 D6 GWH 1 SEISMIC ANALYSIS LOCATION = UP TO ROOF Sds= 0.75 (LRFD LEVEL) FD = 0.38 Ev= (0.2Sds) = 0.15 CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT Y-Y = 2 PRI OVERTURN = ( 760 lbs x 34 in ) = 25840 Ib.in RESISTING MOMENT= 800 lbs X( 0.9 - 0.15 )X ( 21.0 in /2 - 0 in) = 6300 Ib.in NET OVERTURN = 25840 Ib.in - 6300 Ib.in = 19540 lb.in UPLIFT PER MOUNTING POINT = 19540 Ib.in / ( 2 X 21.0 in) = 465 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 190 lbs TENSION = 465 lbs SEE ATTACHED ANCHORAGE REPORT All l')A')fl 1OQ' DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED Br?owers DDA - D6 Sep 052019 Project Information Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: S majjour@isatsb.com Project Name: Ionis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC ct Seleed Anhor 1nfrwatión Selected Anchor: Power-Stud+ SD2 Brand: DEWALT Material: 3/8" 0 Medium Carbon Steel Embedment: hef 2 1 in hnom 2.375 in Approval: ICC-ES ESR-2502 Issued I Revision: May,2018 - Drill Method: Hammer Drilled 3DesinPrinupies -- P - Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defmed Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) CIO= User Defined .S S_. 5_ .seE- -- 4e Base Material Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility f1IA')!')(V)fl 1tQQ DEWALT Design Assist Ver. 1.4.0.0 Page 2 Sep 052019 h 0 4.000 in Cmin 2.500 in cac 6500 in Sinin 3.500 in 6 Summary Rsul Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 465.00 4969.00 0.094 OK Concrete Breakout Strength 465.00 1284.00 0.362 OK Pullout Strength 465.00 1122.00 0.415 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 190.00 1599.00 0.119 OK Concrete Breakout Strength 190.00 694.00 0.274 OK Controls Pryout Strength 190.00 1844.00 0.103 OK 7 Wanun and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACT 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 4 ENGINEERED BY 'owers DDA - D6 Sep 05 2019 -8. LoadCoadhioos - - - --.--- Design Loads /Actions z Nu 465 lb Vux 190 lb Vuy 0 lb Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb M XI Consider Load Reversal X Direction 100% Y Direction 100% ! : 9. adDistribJon -- - Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution - Anchor Tension Load (lb) Shear Load (Ib) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 465.00 190.0 190.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility A1!rv)I')r')n Concrete Breakout Strength: ACI 318-14 17.4.2 Equations 4j. N Variables A ( 2\ Nc ' ) A 2\ NcO '. C I q' ecN 36.000 36.000 1.000 Cac (in) kc Xa 6.500 17.000 1.000 Nb (lb) ç 2633.629 0.65 Results NCb = 1284 lb N = 465.0 lb Utilization = 36.2% Eqn. 17.4.2.1a Eqn. 1.7.4.2.2a Table 17.3.1.1 'ed,N c,N 1.000 1.000 c (psi) hef (in) 3000 2 (PSejs 0.750 cp,N 1.000 Ca (in) 3 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?owers DDA - D6 Sep 05 2019 iöThesign Proof Tension Loading Steel Strength: ACI 318-14 17.4.1 Variables XI ull-.\ Results (PNsa = 4969.0 lb Nua = 465.0 lb Utilization = 9.4% Table 17.3.1.1 Pullout Strength: N ACI 318-14 17.4.3 _J 41 Equations Eqn. 17.4.3.1 . '4 . Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility n1Th'1'lvr 100' D--- 01 ,f77 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers DDA - D6 Sep 052019 Variables TC,P Np,eq (lb) f (psi) 1.000 2300.656 3000 (PS e is 0.750 Results = 1122 lb Nua = 465 lb Utilization = 41.5% n 0.333 0.65 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al1 1')IV)(l 1OQ' DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 7 ENGINEERED BY owers DDA-D6 Sep 052019 : Steel Strength: V ACI 318-14 17.5.1 r - Variables 'U - S Vsa,eq (lb) q 2460.000 0.65 Results Vsa,eq = 1599 lb Vua = 190 lb Table 17.3.1.1 Utilization = 11.9% Concrete Breakout Strength: ACt 318-14 17.52 Equations A. = -' i4r .. '= (. •'7. Cc V .1!1t NA-1 Eqn. 17.5.2.1a Eqn. 17.5.2.2a Variables A r2' ' I A (2\ VcO ' / ec,V TTVc ed,V c,V h,V 24.000 32.000 1.000 0.925 1.000 1.000 le (in) da (in) Xa f (psi) Cal' (in) Vb (lb) 2.000 0.375 1.000 3000 2.670 1428.983 (pSj 0.70 0.750 Results cVcb = 694 lb Direction = X+ Vua = 190 lb Table 17.3.1.1 Utilization = 27.4% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rilm')I')rv)ri 1OQ' DEWALT ENGINEERED BY ?owers DEWALT Design Assist Ver. 1.4.0.0 DDA - D6 Page 8 Sep 05 2019 Pryout Strength: V Aci:i:1417.5.3 Equations V=kcp Ncp Eqn. 17.5.3. 1 a N,b - Atk - ---- 4JCJI. .IJ- wg Nb Eqn. 17.4.2.la N =kc . Eqn. 17.4.2.2a Variables ANC (in') ANCO (in') LPec,N '11ed,N '1cp,N 36.000 36.000 1.000 1.000 1.000 1.000 Cac (in) ke ka hef () f c (psi) Camin (in) 6.500 17.000 1.000 2 3000.000 3.000 Nb (lb) kcp Ncp (lb) ( 2633.629 1.000 2633.629 0.70 Results = 1844 lb Table 17.3.1.1 V = 190 lb Utilization = 10.3% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility fllln'I')A')rt 4tOQ I D-0 OA ,f')77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY ?owers DDA - D6 Sep 05 2019 earloads ACI 318-14 17.6 Equations (N + '¼(N T-720 <-1.0 1.2 Variables çoN 0.415 0.274 Results 0.574 < 1.0 Status : OK Eqn. 17.6.3 ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nh!l')rv)r 1OQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY ?owers DDA - D6 - ALTER. Sep 05 2019 L1jectInformation Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: Jonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC .- ALTERNATE EPDXY OPTION 2. Selected Anchor Information Selected Anchor: Pure 110+ Brand: DEWALT Material: 3/8" 0 Threaded Rod ASTM F 1554 GR 36 1 .... Embedment: hef 2.375 in hnom 2.375 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled - - 3..Design Principles - - - - - --- Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) f= User Defined a4.se Material Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1Irs')1')(v)rl lOQ DEWALT Design Assist Ver. 1.4.0.0 Page 2 ENGINEERED BY ?owers DDA - D6 - ALTER. Sep 052019 coi3tions hmin 3.625 in Cmm 1.875 in r - 6. S, - ary Results Tension Loading c (. 4.906 in s,, 1.875 in Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength Concrete Breakout Strength 731.00 731.00 3371.00 1661.00 0.217 0.440 OK OK Bond Strength 731.00 1111.00 0.658 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 431.00 1402.00 0.307 OK Concrete Breakout Strength 431.00 1035.00 0.416 OK Controls Pryout Strength 431.00 1596.00 0.270 OK r'- -*'. 7 Wat rnigs and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professionallengineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACT 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACT 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al! !')ri')r lOQ q 0,07,.f')77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 4 ENGINEERED BY powers DDA - D6 - ALTER. - Sep 052019 Lôj!Conditio - Design Loads / Actions Z Nu 731 lb Vux 431 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb . ..*' Consider Load Reversal X Direction 100% Y Direction 100% MP r9:Load Distribution Max. concrete concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 731.00 431.0 431.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility ('1IlV)P)A')fl I DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?owers DDA - D6 - ALTER. Sep 052019 10. Design Proj1 Tension Lad rng Steel Strength: . AC! 318-14 17.4.1 Variables • Nsa (lb) 4495 0.75 Results PNsa = 3371.0 lb Table 17.3.1.1 Nus = 731.0 lb Utilization = 21.7% Concrete Breakout Strength: AC! 318-14 17.4.2 Equations AMC kc .,[p .hf IS Variables A C2\ Nc '. I A 2\ NcO '. C / 'Y ecN 50.766 50.766 1.000 Cac (in) k c Xa 4.906 17.000 1.000 N (lb) ( 3408.042 0.65 Results NCb = 1661 lb Nua = 731.0 lb Utilization = 44.0% 'N itL Eqn. 17.4.2. 17.4.2.1a Eqn. I7.4.2.2a ed,N 'c,N ''cp,N 1.000 1.000 1.000 (psi) h'ef (in) C amin (in) 3000 2.38 4 tP5ejs 0.750 Table 17.3.1.1 Bond Strength: AC! 318-14 17.4.5 -.. Equations = 4, Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al1A')P)rYr 4OQ' D.00,.f)77 DEWALT. ENGINEERED BY ?owers = A.. .d. Variables ANa (j2) ANaO (in 2) 64.000 71.137 tK,cr (psi) 1.000 919.772 Nba (lb) IFg,Na 2573.505 1.000 DEWALT Design Assist Ver. 1.4.0.0 Page 6 DDA - D6 - ALTER. Sep 052019 Eqn. 17.4.5.2 "ec,Na 'ed,Na 'cp,Na 1.000 0.985 1.000 h'ef (in) (PCNa (in) Cac (m) C 1 (in) 2.38 4.217 4.906 4.000 (PSeis 0.65 0.750 Results (PNa = 1111 lb Table 17.3.1.1 Nua = 731 lb Utilization = 65.8% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1Irv)I')n')r 1OQ'2 1iV'i,4'077 Steel Strength: ACI 318-14 17.5.1 Variables Vsaeq (lb) ( 2157.600 0.65 Results Vsa,eq = 1402 Vua =431 Utilization = 30.7% MML Sep 05 2019 crc1 115. V lb lb Table 17.3.1.1 DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers DDA - D6 - ALTER. Concrete Breakout Strength: ACI 318-14 17.5.2 Equations A. v (8. V Ll Eqn. 17.5.2.1a Eqn. 17.5.2.2a Variables AV, (in') Avo (in') Tec,v "ed,V Tc,v 32.000 32.000 1.000 1.000 1.000 1.000 le (in) da (in) ka fc (psi) Cal' (in) Vb (lb) 2.375 0.375 1.000 3000 2.670 1478.951 WSejs 0.70 0.750 Results = 1035 lb Direction = X+ Vua = 431 lb Table 17.3.1.1 Utilization = 41.6% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility lOQ I D',.,c. 4I'1 ,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 8 ENGINEERED BY ?owers - - DDA D6 ALTER. Sep 05 2019 Pryout Strength: V ACI 318-14 17.5.3 Equations V=k.cp .Ncp Eqn. 17.5.3.1a _. . . A =ep. Eqn. 17.4.5.1a = A.kf Eqn. 17.4.5.2 Variables ANa (in 2) ANaO (j 2) 'ec,Na 'ed,Na "cp,Na ka 64.000 71.137 1.000 0.985 1.000 1.000 tKcr Cac (in) cCNa (in) h'ef (in) Tg,Na Camin (in-lb) 919.772 4.906 4.217 2.375 1.000 4.000 Nba (lb) kcp 2573.505 1.000 0.70 Results TV CP = 1596 lb Vua = 431 lb Table 17.3.1.1 Utilization = 27.0% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rlIrvI'rvr1 1OQ DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY owers' DDA - D6 - ALTER. Sep 05 2019 .. frLFc. ACI 318-14 17.6 Equations ( N _____ Eqn. 17.6.3 \p •Aç q <1.0 1.2 Variables Vr 0.658 0.416 Results 0.895 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility lip ,j ;C Suff I TOTAL SUPPORT Innovation ,Engjneelñg.8tM:.FObncaUcn A O f Oa,á CSPithIn CODE: 2016 CBC DETAIL: 166983 - D7 ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 UNIT TO CURB I Job: 166983 - D7 Date: 12/18/2019 Designed By: MA TAG #: EF-3, EF-4 LOCATION = AT ROOF LEVEL Sds= 0.75 I (ASD LEVEL) I FD/1.4 0.26 Ev= (O.14Sds = 0.11 I I LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 290 lbs TOTAL NUMBEROF MOUNTING POINTS = 16 SIDE IDE Ff T -1 CpvV Anor Bolt ABJL L- -X (Ed)L (End UNIT HEIGHT= 28 in (K), in. (L), in. (M), in. (Emb), in. (Ed), in. 14 16 16 SEE CALC SEE CALC q r (Pd), in. (Sp), in. I I I I I SEE CALC I I SEE DETAIL SEISMIC HORIZONTAL LOAD = 290 lbs X 0.26 = 75 lbs SHEAR LOAD / MOUNTING POINT = 75 lbs / 8 = 10 lbs LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 4 PRI OVERTURN = ( 75 x 14 ) 1056 lb.in RESISTING MOMENT= ( 290 X 0.6 - 0.11 x 290 X( 0.5 x 16 - 0 )= 1148 Ib.in NET OVERTURN = 1056 - 1148 = -93 Ibs.in UPLIFT PER MOUNTING POINT -93 / ( 4 X 16 ) = -1 lbs rilll')rv)rt 1OQ 1AA ,c')77 ffiffAW, TOTAL SUPPORT Inndvation. Engine4Ag .WM.Fab,katon pfti CODE: 2016 CBC DETAIL: 166983 - D7 LOCATION = AT ROOF LEVEL Sds= 0.75 Fi/1.4 = 0.26 Ev= (0.14Sds) = 0.11 Job: 166983 - D7 Date: 12/18/2019 Designed By: MA TAG#: EF-3, EF-4 (ASD LEVEL) ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 I UNIT TO CURB I CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 4 PRI OVERTURN = ( 75 x 14 ) = 1056 Ib.in RESISTING MOMENT= ( 290 X 0.6 - 0.11 x 290 X( 0.5 x 16 - 0 )= 1148 lb.in NET OVERTURN = 1056 - 1148 = -93 Ibs.in UPLIFT PER MOUNTING POINT= -93 / ( 4 X 16 )= -1 lbs CHECK SCREWS SHEAR = SRSS ( SHEAR, UPLIFT) =SRSS( 10 lbs, 0 lbs) = 10 lbs USE: (1) 412 ITW-BUILDEX TEKS SELF-DRILLING SCREWS MIN. DESIGN THICKNESS OF MEMBER IN CONTACT WITH THE SCREW HEAD = 18 • Ga MIN. DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH THE SCREW HEAD = 18Ga PER ESR-1976 REPORT: SHEAR CAPACITY PER SCREW = 308 lbs X (1) SCREWS = 308 lbs CHECK: 308 lbs > 10 lbs PASS rlIn,),,)n')n ltOQ' Job: 166983-D7 ISAT SEISMIC BRACING Date 12/24/2019 TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 Designed By MA lnnovitton Englneenng BIM Fab,ir.aaon AT top.ct,Jt, PH 877 999 4728 FX 714 523 0845 CODE: 2016 CBC DETAIL: 166983 - D7 TAG WIND ANALYSIS I UNIT TO CURB EF-3, EF-4 LOCATION = UP TO ROOF —T LAT WIND = 53.6 psf UPLIFT WIND 42.3 psf I (ASD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS LATERAL WIND LOAD MAX. SIDE AREA OF EQUIPMENT= 28" H X 36" L = 1008 sq.in / (144 1n2/ft2)= 7 ft2 WIND LOAD = 7 ft2 x 53.6 psf = 375 lbs FOR ASD LOAD COMBINATION [0 6W + 0.61) ], HENCE WIND LOAD = 225 lbs UPLIFT WIND LOAD MAX. TOP AREA OF EQUIPMENT= 36" W X 36" L = 1296 sq.in / (144 1n2/ft2)= 9 ft2 WIND LOAD = 9 ft x 42.3 psf = 381 lbs FOR ASD LOAD COMBINATION [0 6W + 0.61) ], HENCE WIND LOAD = lbs MIN WEIGHT = 60 lbs TOTAL NUMBER OF MOUNTING POINTS = 16 PLAN 481111111111 Anchor Bolt (Pt) t (E)L (End UNIT HEIGHT= 28 in (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. 14 16 16 j SEE CALC j SEE CALC 0 q r (Pd), in. (Sp), in. (N), in. I I I I SEE CALC SEE DETAIL 0 SHEAR LOAD = 225 lbs SHEAR LOAD / MOUNTING POINT = 225 / 8 = 29 lbs 4tOQ 12 D Ina ,-f')77 Job: 166983-D7 ISAT SEISMIC BRACING Date: 12/24/2019 TOTAL UPPORT 14848 Notham Street, La Mirada, CA 90638 Designed By: MA S trthoiaiion Enginring BIM • Fab,Ic.uion PH: 877.999.4728 FX:714.523.0845 CODE: 2016 CBC TAG DETAIL: 166983 - D7 WIND ANALYSIS UNIT TO CURB EF-3, EF-4 LOCATION = UPTO ROOF I LAT WIND = 53.6 psf I UPLIFT WIND 42.3 psf I (ASD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 4 PRI OVERTURN = ( 225 lbs x 14 in ) = 3152 lb.in RESISTING MOMENT= 60 lbs X 0.6 X( 16 in /2 - 0 in) - 228 x( 0.5 x 16 ) = -1539 lb.in NET OVERTURN = 3152 lb.in - -1539 lb.in = 4691 lbs.in UPLIFT PER MOUNTING POINT = 4691 lbs /( 4 X 16 ) = 74 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 4 PRI OVERTURN = ( 225 lbs x 14 in ) = 3152 lb.in RESISTING MOMENT= 60 lbs X 0.6 X( 16 in /2 - 0 in) - 228 x( 0.5 x 16 ) = -1539 lb.in NET OVERTURN = 3152 lb.in - - -1539 lb.in = 4691 lbs.in UPLIFT PER MOUNTING POINT = 4691 lbs / ( 4 X 16 ) = 74 lbs CHECK SCREWS SHEAR = SRSS ( SHEAR, UPLIFT) = SRSS ( 29 lbs, 74 lbs) = 80 lbs USE: (1) #12 ITW-BUILDEX TEKS SELF-DRILLING SCREWS MIN DESIGN THICKNESS OF MEMBER IN CONTACT WITH THE SCREW HEAD = 18 Ga MIN. DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH THE SCREW HEAD = PER ESR-1976 REPORT: SHEAR CAPACITY PER SCREW = 308 lbs X (1) SCREWS = 308 lbs CHECK: 308 lbs > 80 lbs PASS (1I!')(V)rl 1tOQQ TOTAL: SUPPORT InAbvaibA, Engine ng:iBIMAbdcatibn A WW 1 re.'.Ce C,fr$oW CODE: 2016 CBC DETAIL: 166983 - D7 SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:7 14.523.0845 I CURB TO ROOF Job: 166983 - D7 Date: 12/18/2019 Designed By: MA TAG #,:,, EF-3, EF-4 LOCATION = UP TO ROOF LEVEL Sds= 0.75 I (LRFD LEVEL) I FD = 0.38 Ev= (O.2Sds) = 0.15 I I LATERAL LOAD & OVERTURN CALCULATIONS MAX UNIT WEIGHT = 152 lbs MAX CURB WEIGHT = 150 lbs MAX. UNIT WEIGHT= 302 lbs (UNIT+ CURB WEIGHT) TOTAL NUMBER OF MOUNTING POINTS = 4 SIDE PLAN PCI Anchor Bolt AB -x (Ed) (E ri ci L UNIT HEIGHT= 28 in CURB HEIGHT= 12 (K), in. (L), in. (M), in. (Emb), in. 26 16 16 SEE CALC q r (Pd), in. 2 2 SEECALCI in (Ed), in. (J), in. SEE CALC 0 (Sp), in. (N), in. SEE DIET F U SEISMIC HORIZONTAL LOAD = 302 lbs X 0.38 X 2.5 = 287 lbs "FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0 =2.5 SHEAR LOAD/POINT = 287 lbs / 4 = 72 lbs LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 287 x 26 ) = 7459 lb.in RESISTING MOMENT= ( 302 X 0.9 - 0.15 x 302 X( 0.5 x 16 - 0 )= 1812 lb.in NET OVERTURN = 7459 - 1812 = 5647 lbs.in UPLIFT PER MOUNTING POINT= 5647 / ( 2 X 16 ) = 176 lbs n-1 I r=0012 0,,,. 1rQ .-..f')77 TO TAL: :$UPPORT fnnóvatiôA A O01l 01 roo.C,t,011o,Spo0101t)o CODE: 2016 CBC DETAIL: 166983 - D7 SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 CURB TO ROOF Job: 166983 - D7 Date: 12/18/2019 Designed By: MA TAG #: EF-3, EF-4 LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) FD= 0.38 Ev= (0.2Sds) = 0.15 CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 2 PRI OVERTURN = ( 287 x 26 ) = 7459 lb.in RESISTING MOMENT= ( 302 X 0.9 - 0.15 x 302 X( 0.5 x 16 - 0 )= 1812 lb.in NET OVERTURN = 7459 - 1812 = 5647 lbs.in UPLIFT PER MOUNTING POINT= 5647 / ( 2 X 16 )= 176 lbs CHECK ANCHORAGE MAX SHEAR= 72 lbs TENSION DUE TO OVERTURN = 176 lbs TENSION DUE TO PRYING = 176 X 2.5 in = 441 lbs MAX TOTAL TENSION = 618 lbs SEE ATTACHED ANCHORAGE SOFTWARE REPORT nhI1v)I')rv)r lOQ' ffIsT Job: 166983 - D7 ISAT SEISMIC BRACING Date: 12/24/2019 TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 Designed By: MA fnnolion Enginc'cnny BIM• Fabthauan A oC p..I,i PH: 877.999.4728 FX:7 14.523.0845 CODE: 2016 CBC DETAIL: 166983 - D7 TAG &: WIND ANALYSIS I CURB TO ROOF EF-3, EF-4 LOCATION = UP TO ROOF I LAT WIND = 53.6 DSf I UPLIFT WIND 42.3 Dsf 1 (LRFD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS LATERAL WIND LOAD MAX. SIDE AREA OF EQUIPMENT= 40" H X 36" L = 1440 sq.in / (144 1n2/ft2)= 10 ft2 WIND LOAD = 10 ft2 x 53.6 psf = 536 lbs FOR LRFD LOAD COMBINATION [W + 0 9D], HENCE WIND LOAD = 536 lbs UPLIFT WIND LOAD MAX. TOP AREA OF EQUIPMENT= 36" W X 36" L = 1296 sq.in / (144 in2/ft2)= 9 ft2 WIND LOAD = 9 ft2 x 42.3 psf = 381 lbs FOR LRFD LOAD COMBINATION [W + 0.9D ], HENCE WIND LOAD = 381 lbs MINWEIGHT= 60 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 PLAN SIDE (P,) Anchor Bolt ABiL ________ t(Ed)L (Em)] UNIT HEIGHT= 28 in CURB HEIGHT= 12 in (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. 26 16 16 SEE CALC SEE CALC 0 q r (Pd), in. (Sp), in. (N), in. 2 2 SEE CALC SEE DE F 0 SHEAR LOAD 536 lbs SHEAR LOAD / MOUNTING POINT = 536 / 4 = 134 lbs A1IlV)PlV)fl ica 1 0-,,.11A,f077 SHM ISAT SEISMIC BRACING TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 tflOOfl1W•jIflQBI1bflC.UJDfl PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D7 Date: 12/24/2019 Designed By: MA CODE: 2016 CBC DETAIL: 166983 - D7 TAG 4: WIND ANALYSIS I CURB TO ROOF I EF-3, EF-4 I LOCATION= UPTOROOF I LATWIND= 53.6Dsf I UPLIFTWIND 42.3Dsf I (LRFDLEVEL) LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 536 lbs x 26 in ) = 13936 lb.in RESISTING MOMENT= 60 lbs X 0.9 X( 16 in /2 - 0 in) - 381 x( 0.5 x 16 ) = -2614 lb.in NET OVERTURN = 13936 lb.in - -2614 lb.in = 16550 lbs.in UPLIFT PER MOUNTING POINT = 16550 lbs / ( 2 X 16 ) = 518 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 2 PRI OVERTURN = ( 536 lbs x 26 in ) = 13936 lb.in RESISTING MOMENT= 60 lbs X 0.9 X( 16 in /2 - 0 in) - 381 x( 0.5 x 16 ) = -2614 lb.in NET OVERTURN = 13936 lb.in - - -2614 lb.in = 16550 lbs.in UPLIFT PER MOUNTING POINT = 16550 lbs / ( 2 X 16 ) = 518 lbs CHECK ANCHORAGE MAX SHEAR = 134 lbs TENSION DUE TO OVERTURN = 518 lbs TENSION DUE TO PRYING = 518 X 2.5 in = 1295 lbs MAX TOTAL TENSION = 1813 lbs SEE ATTACHED ANCHORAGE SOFTWARE REPORT (1IIV)l')(V)A Ill ,f')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED sy'owers' 5-DDA - D7 - SEIS. Sep 05 2019 1.Piije&Inforrna1ion - ___ Company: ISAT Project Engineer: Mohannad Ajour Address: . 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: Jonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC S.- .2. SelectedAnchorinformation - 5- 5-- - Selected Anchor: Power-Stud+ SD4 Brand: DEWALT Material: 1/2" 0 Type 304 (A2) Stainless Steel Embedment: he 2 in hnom 2.5 in Approval: ICC-ES ESR-2502 Issued I Revision: May,2018 - Drill Method: Hammer Drilled SesignPriniipIes Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) flo=User Defined t .5-5-............5---.-.-5- --------------5-- ..............................5 4--Rase Matertal Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nii - lP.cOQa DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 2 ENGINEERED Br?owers 5-DDA - D7 - SEIS. Sep 05 2019 hmin 4.000 in Cmm 3.000 in Cac 7.5.00 in 'smin 3.000 111 6: Sununary Results -- Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 618.00 6870.00 0.090 OK Concrete Breakout Strength 618.00 1586.00 . 0.390 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 72.00 1797.00 0.040 OK Concrete Breakout Strength 72.00 1090.00 0.066 OK Controls Pryout Strength 72.00 2277.00 0.032 OK -7.4arnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 4 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACT 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility f1Th')1')(v)fl 1 Arlo Q 1 D.1l,f)77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 3 ENGINEERED BY?oWerS 5-DDA - D7 - SEIS. Sep 052019 O(S Design Loads / Actions Z Nu 618 lb Vux 72 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% . M TI. 9. Load Ditribution Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 618.00 72.0 72.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility D-,, hA ,..c')77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 4 ENGINEERED BY ?owers 5-DDA - D7 - SETS. Sep 05 2019 igi Proof lding Steel Strength: ACI 318-14 17.4.1 Variables Nsa (lb) ( 9160 0.75 Results (PNsa = 6870.0 lb Nua = 618.0 lb Utilization = 9.0% Table 17.3.1.1 Concrete Breakout Strength: ACI 318-14 17.4.2 Equations Iko j . . . Variables A ( 2\ Nc A (in') NcO Ui ecN 36.000 36.000 1.000 Cac (in) kc Xa 7.500 21.000 1.000 Nb (lb) q 3253.306 0.65 Results NCb = 1586 lb N = 618.0 lb Utilization = 39.0% Eqn. 17.4.2.1a Eqn. 1.7.4.2.2a %Tt f c (psi) 3000 PSejs 0.750 Tc,N 'T'cp,N 1.000 1.000 hef (iii) C arnin (in) 2 4 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1cQ D.11f)77 lb lb Sep 052019 V Table 17.3.1.1 11. Design Prodi Shear Loai Steel Strength: ACI 318-14 17.5.1 Variables Vsa,eq (lb) p 2765.000 0.65 Results = 1797 Vua = 72 Variables Ave (m2) Avo (in2) 32.000 32.000 le (in) da (in) 2.000 0.500 0.70 Results = 1090 Direction = X+ Vua = 72 Utilization = 6.6% lb lb Table 17.3.1.1 'ec,V "ed,V Tc,v Thy 1.000 1.000 1.000 1.000 ka r (psi) Cal' (in) Vb (lb) 1.000 3000 2.670 1557.789 (PSeis 0.750 DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?OwerS 5-DDA - D7 - SETS. Utilization = 4.0% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations A. ( . ia.) . ji;• Eqn. 17.5.2.1a Eqn. 17.5.2.2a I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nhlrv,l',rv)n 1OQ 1 111.-F')77 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers 5-DDA - D7 - SETS. Sep 05 2019 Pryout Strength: V ACt 318-14 17.5.3 "M Equations V=kcp Ncp Eqn. 17.5.3. 1 a Nrb - Eqn. 17.4.2.la - ±M-1- . . 4i,, Nb ,. Eqn. I7.4.2.2a Variables ANC (in2) ANCO (in 2) "ec,N ed,N 'c,N 'cp,N 36.000 36.000 1.000 1.000 1.000 1.000 Cac (in) kc Xa hef (iii) f (psi) Camin (in) 7.500 21.000 1.000 2 3000.000 4.000 Nb (lb) kcp Ncp (lb) ( 3253.306 1.000 3253.306 0.70 Results qvcp = 2277 lb Table 17.3.1.1 Vua =72 lb Utilization = 3.2% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rtllrv)I'wv)ri 100 D-r,,117,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 7 5-DDA - D7 - SETS. ENGINEERED BY owers ear Loa ACt 318-14 17.6 Equations N. + \,.Ar 4'V<tO 1.2 Variables V2"1 Nr 0.390 0.066 Results 0.390 :S 1.0 Status : OK Sep 05 2019 RJcrcncc Eqn. 17.6.3 ANCHOR DESIGN CRITERIA IS SATISFIED 0 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility f-s1!ri-)p)rv)r 1cQ D-,-.11Q,.f')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED Br?owers 6-DDA - D7 - SETS. - ALTER. Sep 05 2019 lProject lntiation - - Company: ISAT Project Engineer: Mohanriad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC A]kAiF•ANcHo1::GE Ô .... I) Se1eUed hiWfoiii 'at iou Selected Anchor: Brand Pure 110+ . DEWALT aT Material: 1/2" 0 Threaded Rod ASTMA193 138 Class Embedment: hef 2.75 in hnom 2.75 in Approval: ICC-ES ESR-3298 Issued I Revision: jul,2018 Dec,2018 Drill Method: Hammer Drilled :3!Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) 910= User Defined 'i. Base Material Tfornatio n" - T Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All l')A')A 1OQ 1 D,,ø11O,-f')77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 3 ENGINEERED BY ?owers 6-DDA - D7 - SEIS. - ALTER. Sep 052019 S. Geornt.ic Chditiois hmin 4.000 in Cmin 2.500 in Cac 6021 in •5tnin 2.500 in 6. Surnmjry Results Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 618.00 6066.00 0.102 OK Concrete Breakout Strength 618.00 2070.00 0.299 OK Bond Strength 618.00 1577.00 0.392 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 72.00 2208.00 0.033 OK Concrete Breakout Strength 72.00 1453.00 0.050 OK Controls Pryout Strength 72.00 4530.00 0.016 OK 7 J7nin9sandRemarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACT 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACT 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AIIA')r)rv)n lcQ DEWALT Design Assist Ver. 1.4.0.0 DEWALT. Page 5 6-DDA - D7 - SEIS. - ALTER. ENGINEERED BY ?owers Sep05 2019 BLoatiCouditions - - Design Loads / Actions Z Nu 618 lb Vux 72 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb • Consider Load Reversal X Direction 100% Y Direction 100% 9. Load E,stributioii Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces I Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 1 618.00 72.0 72.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AIIIV)I')(V)ri 1OQ 101 ,f)77 Eqn. 1.7.4.2.2a DEWALT Design Assist Ver. 1.4.0.0 Page 6 DEWALT ENGINEERED BY 'owers 6-DDA - D7 - SEIS. - ALTER. Sep 05 2019 0estgn P qof Tension Loadg Steel Strength: N ACt 318-14 17.4.1 fl II Variables Li Nsa (lb) 8088.3 0.75 Results (PNsa = 6066.0 lb Table 17.3.1.1 Nua = 618.0 lb Utilization = 10.2% Concrete Breakout Strength: ACI 318-14 17.4.2 Equations AYC Nb = kC . . .h4 1-5 Variables ANC (in') ANCO (in) "ec,N 68.063 68.063 1.000 Cac (in) k 6.021 17.000 1.000 Nb (lb) ( 4246.280 0.65 Results NCb = 2070 lb Nua = 618.0 lb Utilization = 29.9% '11ed,N c,N cp,N 1.000 1.000 1.000 c (psi) hef (in) C 0 (in) 3000 2.75 5 (PSeis 0.750 Table 17.3.1.1 Bond Strength: N AC1318-1417.4.5 - Equations S Eqn. 17.4.5.1a I Are = -. . 1.A.aa Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rilIn')l')rv)r 1OQ D-,,..o 1Y) .-)77 DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers = A. i .d -h Variables ANa (in2) ANaO (in2) 100.000 119.641 t}ccr (psi) 1.000 919.772 Nba (lb) Yg,Na 3973.131 1.000 6-DDA - D7 - SETS. - ALTER. Sep 052019 Eqn. 17.4.5.2 '11ec,Na ed,Na 'cp,Na 1.000 0.974 1.000 hef (in) (PCNa (in) Cac (in) C j11 (in) 2.75 5.469 6.021 5.000 P5eis 0.65 0.750 Results (PNa = 1577 lb Table 17.3.1.1 Nua = 618 lb Utilization = 39.2% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility ('1Th')l')1V)fl 1OQ2 DEWALT Design Assist Ver. 1.4.0.0 Page 8 DEWALT. 6-DDA - D7 - SEIS. - ALTER. ENGINEERED BY ?owers Sep 05 2019 11. Dc PrfShar Loadi1 Ag Rciiu Steel Strength: V ACI 318-14 17.5.1 T ir Variables Vsa,eq (lb) ( 3397.086 0.65 Results = 2208 lb Vua = 72 lb Table 17.3.1.1 Utilization = 3.3% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations Vj. 1r ' iir •V. v=(a. ().s V r6 I =!j Eqn. 17.5.2.1a Eqn. 17.5.2.2a Variables Av (in2) Avo (in2) ''ec,V '11ed,V C,V 40.000 50.000 1.000 1.000 1.000 1.118 le (in) da (iii) Xa fe (psi) Cal' (in) Vb (lb) 2.750 0.500 1.000 3000 3.330 2320.248 P5eis 0.70 0.750 Results pVCb = 1453 lb Direction = X+ Vua = 72 lb Table 17.3.1.1 Utilization = 5.0% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All lfV)n 1cQQ, 1')A -f 077 DEWALT. ENGINEERED BY ?owers' Pryout Strength: AC! 318-14 17.5.3 Equations = kcp N'p = 4, Alba AIM = • hjç Variables ANa (th2) ANaO (in') 100.000 119.641 TK,cr Cac (in) 919.772 6.021 Nba (lb) kcp 3973.131 2.000 Results (Pvcp = 4530 lb Vua = 72 lb Utilization = 1.6% DEWALT Design Assist Ver. 1.4.0.0 Page 9 6-DDA - D7 - SETS. - ALTER. Sep 052019 V Eqn. 17.5.3. 1 Eqn. 17.4.5.1a Eqn. 17.4.5.2 I ec,Na TedNa cp,Na Xa 1.000 0.974 1.000 1.000 PCNa (in) hef (in) '11g,Na Camin (in-lb) 5.469 2.75 1.000 5.000 0.70 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1l(v)I)fv)r1 1OQ'2 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 10 ENGINEERED BY ?owers 6-DDA - D7 - SETS. - ALTER. Sep 052019 i2. IRraction of Tension anI ShearLoac1 Rfrcncu ACI 318-14 17.6 Equations ( N + V ' Eqn. 17.6.3 Vp.N 1.2 Variables 0.392 0.050 Results 0.392 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility iii'rvi 1OQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED By?owers 6-DDA - D7 Sep 05 2019 1. Project lhformatioh Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728. Email: majjourisatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - WIND ----- -.------- ------------ .2. Selected Anchor Information 4..........4 -- - -----.----- . Selected Anchor: Power-Stud+ SD4 Brand: DEWALT - - - Material: 1/2" 0 Type 304 (A2) Stainless Steel Embedment: hef 2 in hnom 2.5 in Approval: ICC-ES ESR-2502 Issued I Revision: May,2018 - Drill Method: Hammer Drilled signIrmciples - ..---------.---- Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads -'-- -s:-- - r- ---------------- - --r -- ---------- 4. Elase Maenal Information -.-.---- -.-.---- .-.-. ---_ - 4 Concrete: Type - Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r111fl)l')(V)tt 100 DEWALT Design Assist Ver. 1.4.0.0 Page 2 DEWALT ENGINEERED BY ftwers, 6-DDA-D7 Sep 05 2019 5:GeometrPc Coni.tions - .... - ... .-....-.'..-............•/-•........S.................. .4 813- N\ K<<:t-.: -; -N (ç <25 S. > / hmin 4.000 in Cmm 3.000 in Cac 7500 in sinin ..000 in tE Stuirnary RstIts .. . Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 1813.00 6870.00 0.264 OK Concrete Breakout Strength 1813.00 2115.00 0.857 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 134.00 2060.00 0.065 OK Concrete Breakout Strength 134.00 1090.00 0.123 OK Controls Pryout Strength 134.00 2277.00 0.059 OK - - ANCHOR DESIGN CRITERIA IS SATISFIED 0 4 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professionallengineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al!(V)I')(V)fl 100 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 3 ENGINEERED Br?owers 6-DDA - D7 Sep 05 2019 —-r---- Load C - Design Loads / Actions Z Nu 1813 lb Vux 134 lb Vuy 0 lb Muz 0. in-lb Mux 0 in-lb Muy 0 in-lb MW .V,r Consider Load Reversal X Direction 0% Y Direction 0% ------' -.--- .- --.---. Load Distribunon . Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 1 1813.00 134.0 134.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility f1Th')I')rV)fl IoQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 4 ENGINEERED BY' ?owers 6-DDA - D7 Sep 05 2019 V Steel Strength: t N AC! 318-14 17.4.1 1. .11 Variables Nsa (lb) 9160 0.75 Results (PNsa = 6870.0 lb Table 17.3.1.1 N = 1813.0 lb Utilization = 26.4% Concrete Breakout Strength: ACI 318-14 17.4.2 Equations A tic = j1e i' 4'N Wco I7 . Variables AN,, (in 2) ANCO (in2) "C,N 36.000 36.000 1.000 Cac (in) kc Xa 7.500 21.000 1.000 Nb (lb) p 3253.306 0.65 Results NCb = 2115 lb Nua = 1813.0 lb Utilization = 85.7% tM Eqn. 17.4.2.1a Eqn. 17.4.2.2a Tc,N thled,N 'cp,N 1.000 1.000 1.000 c (psi) hef (in) C amin (in) 3000 2 4 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al 11Y)II)AIn 1OQ DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 5 ENGINEERED BY ?owers' 6-DDA - D7 Sep 052019 Prriiar Loading • Rfun Steel Strength: V AC! 318-14 17.5.1 Variables - H u - Vsa (lb) 3170.000 0.65 Results Vsa = 2060 lb Vua = 134 lb Table 17.3.1.1 Utilization = 6.5% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations 4 V"b A. 4.. , .vf, Eqn. 17.5.2.1a .= (r• Eqn. 17.5.2.2a Variables A f2\ Vc \'fl) (2\ AV, \ / qi ec,V ed,V c,V h,V 32.000 32.000 1.000 1.000 1.000 1.000 le (in) da (in) Xa fc (psi) Cy (in) Vb (lb) 2.000 0.500 1.000 3000 2.670 1557.789 0.70 Results 1090 lb Direction = X+ Vua = 134 lb Utilization = 12.3% Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1!1v)!')rr)ri IOQ D-,.- 11 ,f)77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ftwem 6-DDA - D7 Sep 05 2019 Pryout Strength: V ACI 318-14 17.5.3 : Equations V=k.cp Ncp Eqn. 17.5.3.1a - g. y Eqn. 17.4.2.1a - . Am,, N=kc Eqn. 17.4.2.2a Variables ANC (in') ANCO (in') '11ecN '11ed,N '11c,N 'cp,N 36.000 36.000 1.000 1.000 1.000 1.000 Cac (in) kc ka he (in) fc (psi) C 0 (in) 7.500 21.000 1.000 2 3000.000 4.000 Nb (lb) k CP Ncp (lb) ( 3253.306 1.000 3253.306 0.70 Results (pVq, = 2277 lb Table 17.3.1.1 Vua = 134 lb Utilization = 5.9% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All(V)I')n')) 1OQ' D1'),f')77 DEWALT. ENGINEERED BY ?owers n anctSh ACI 318-14 17.6 Equations (N + V \4.N . ~W ~ry ) <— 1.0 1.2 Variables 0.857 0.123 Results 0.857 < 1.0 Status : OK DEWALT Design Assist Ver. 1.4.0.0 Page 7 6-DDA-D7 Sep 05 2019 Eqn. 17.6.3 ANCHOR DESIGN CRITERIA IS SATISFIED 0 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY ?owers 8-DDA - D7 - ALTER. Sep 05 2019 1Ptolectthtormtlon Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: Ionis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN- WIND -AETER.ATE ANC.HCAGE.CPT.IqN i2. Selected Author Inforniation - - Selected Anchor: Brand: Pure llO+ DEWALT Material: 1/2" 0 Threaded Rod ASTMA193 B8 Class t_.... Embedment: hef 2.75 in hnom 2.75 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled --- ------- -------- -,----,- .---- 3.sigPriijp!es Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads - -------- --------- ------ -----------.-- - ........------ .. .... - 4. Base Material lnfrmaton ----- - Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 . in Strength 0 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AlI(V)P)A')l 1OQ 1')A .F')77 f'llIA)I')rV)rl 1OQ D-.1,f')77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 3 ENGINEERED Br?owers 8-DDA - D7 - ALTER. Sep 052019 8. L , old Conditions a.L .I Design Loads / Actions Z Nu 1813 lb Vux 134 lb Vuy 0 lb Mu.z 0 in-lb Mux 0 in-lb Muy. 0 in-lb Consider Load Reversal X Direction 0% Y Direction 0% - - 9IoadDistrjbuflon - * Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces I Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 1813.00 134.0 .134.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rlll(v)p)rv)rl 1OQ I VICZ Eqn. 17.4.2.1a Eqn. 17.4.2.2a DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 4 ENGINEERED BY ?owers 8-DDA - D7 - ALTER. Sep 05 2019 V 10. )esigi Proof Tension Lgg Steel Strength: N AC! 318-14 17.4.1 - Variables V II U Nsa (lb) 8088.3 0.75 Results (PNsa = 6066.0 lb Table 17.3.1.1 Nua = 1813.0 lb Utilization = 29.9/o V Concrete Breakout Strength: AC! 318-14 17.4.2 Equations A,, ,j. Variables ANC (in') ANCO (in2) 68.063 68.063 1.000 Cac (in) k 6.021 17.000 1.000 Nb (lb) q 4246.280 0.65 Results NCb = 2760 lb Nua = 1813.0 lb Utilization = 65.7% Tc,N ed,N 'cp,N 1.000 1.000 1.000 fc (psi) hef (in) Can in (in) 3000 2.75 5 Table 17.3.1.1 Bond Strength: I AC! 318-14 17.4.5 Equations N5 = Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (111(V)l')fVWi lQQ D-,,-. l7-.f')77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ?owers 8-DDA - D7 - ALTER. Sep 052019 Eqn.17.4.5.2 Variables A r A I 2\ Na 1fl2\ NaO (in w ec,Na w ed wNa cp,Na 100.000 119.641 1.000 0.974 1.000 ka tK cr (psi) hef (in) (PCNa (in) Cac (in) C mm (in) 1.000 919.772 2.75 5.469 6.021 5.000 Nba (lb) "g,Na 3973.131 1.000 0.65 Results (PNa = 2103 lb Table 17.3.1.1 Nua = 1813 lb Utilization = 86.2% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Ah1rv)I')rv)ri 1ciQ Design PöofSher Loadi Steel Strength: ACI 318-14 17.5.1 Variables Vsa (lb) p 4852.980 0.65 Results Vsa = 3154 Vua = 134 Utilization = 4.2% Sep 052019 }rncc V rr lb lb Table 17.3.1.1 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers 8-DDA - D7 - ALTER. Concrete Breakout Strength: ACI 318-14 17.5.2 Equations ' .vh v= (. Eqn. 17.5.2.Ia Eqn. Variables A(in )2\ Vc A (in')\ VcO UJ ecV 40.000 50.000 1.000 le (in) da (in) ka 2.750 0.500 1.000 0.70 Results (pVCb = 1453 lb Direction = X+ Vua = 134 lb Utilization = 9.2% 'ed,V Tc,v 1.000 1.000 1.118 f (Psi) Cal' (in) Vb (lb) 3000 3.330 2320.248 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All l'DIY)A 1OQ' D-,,.. 1O.-f')77 Sep 052019 Eqn. 17.5.3.1a Eqn. 17.4.5.1a Eqn. 17.4.5.2 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers 8-DDA - D7 - ALTER. Pryout Strength: ACI 318-14 17.5.3 Equations = kcp Ncp A = ---. ivm = . . Variables ANa (in 2) ANaO (fl 2) 'ec,Na 100.000 119.641 1.000 t}ccr Cac (in) (PCNa (in) 919.772 6.021 5.469 Nba (lb) kcp ( 3973.131 2.000 0.70 Results = 4530 lb Vua = 134 lb Utilization = 3.0% '11ed,Na ''cp,Na 0.974 1.000 1.000 hef (in) 'g,Na Camjn (in-lb) 2.75 1.000 5.000 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (-5111-v)I')l-s-)r-1 1OQ DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 8 8-DDA - D7 - ALTER. ENGINEERED BY ?owers Sep 052019 12.InteractionofTensAonaiiearLoad ACI 318-14 17.6 Equations ( N V±___ Eqn. 17.6.3 \p.N 1.0 1.2 - Variables 0.862 0.092 Results 0.862 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (1llV)l')tV)fl IOQ D-,.-. 1,11 ,F)77 iO.TALSUPPORT Mnaatrnn Enynenng 81M F.bncarnn CODE: 2016 CBC DETAIL: 166983 - D8 SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D8 Date: 12/12/2019 Designed By: MA TAG : EF - 2,5 LOCATION = UP TO ROOF LEVEL FI= 1.13 Sds= 0.75 I (LRFD LEVEL) Ev= (0.2Sds) = 0.15 I LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 470 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 PLAN SIDE Anchor Bolt ABJ . Pd) (Ed)L tJ (End UNIT HEIGHT= 58 in SPRING HEIGHT = 4.5 (K), in. (L), in. (M), in. (Emb), in. 29 31 19 SEE CALC q r (Pd), in. 2 2 SEECALCI in (Ed), in. (J), in. SEE CALC r 3I (Sp), in. (N), in. SEEDETAIL F 3I SEISMIC HORIZONTAL LOAD = 470 lbs X 1.13 X 2.5 = 1328 lbs "FOR CONCRETE ANCHORAGE, SEISMIC HORIZONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, 0=2.5 SHEAR DUE TO ECCENTRICITY = 1328 X 3 /( 19 X 2 ) = 105 lbs SHEAR LOAD / POINT= 1328 / 4 POINT(S) + 105 = 437 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 1328 lbs x 29 in ) = 38505 lb.in RESISTING MOMENT= 470 lbs X( 0.9 - 0.15 )X( 31.0 = 4406 lb.in NET OVERTURN = 38505 lb.in - 4406 lb.in = 34099 Ib.in UPLIFT PER MOUNTING POINT = 34099 lb.in / ( 2 X 31.0 in) in /2- 3m) = 550 lbs PER MOUNTING POINT rlllv),,)1v,r 1OQ' 1A')-f')77 ISAT SEISMIC BRACING Job: 166983 - D8 14848 Notham Street, La Mirada, CA 90638 Date: 12/12/2019 TOTAL SUPPORT PH 877 999 4728 FX 714 523 0845 Designed By MA Mnovrn F 9flflfl9 8tM F.,bng4n,n CODE: 2016 CBC TAG : DETAIL: 166983 - D8 EF - 2,5 SEISMIC ANALYSIS LOCATION = UP TO ROOF LEVEL Sds= 0.75 (LRFD LEVEL) Fp = 1.13 Ev= (0.2Sds) = 0.15 CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 2 PRI OVERTURN = ( 1328 lbs x 29 in ) = 38505 lb.in RESISTING MOMENT= 470 lbs X( 0.9 - 0.15 )X ( 19.0 in /2- 3 in) = 2291 lb.in NET OVERTURN = 38505 lb.in - 2291 lb.in = 36214 lb.in UPLIFT PER MOUNTING POINT = 36214 lb.in / ( 2 X 19.0 in) = 953 lbs PER MOUNTING POINT CHECK ANCHORAGE SHEAR= 437 lbs TENSION = 953 lbs MOMENT= 437 X 4.5 (SPRING HEIGHT) = 1965 lb.in SEE ATTACHED ANCHORAGE REPORT n1uv,I,)rv,rl 1OQ' DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED Br?owers- DDA - D8 Sep 05 2019 1. Project Infotination - Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC -2-Selected Anchor Information Selected Anchor: Pure 110+ Brand: DEWALT Material: 1/2" 0 Threaded Rod ASTM A193 138 Class ... :. Embedment: hf 4 in hnom 4 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled :3sign Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) Do= User Defined 4 Base ieiTl Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.25 in Length 7 in Width 2 in Standoff None Height 0 in Strength 36000 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (1l!')IV)r 100 D-,.- 1AA f)77 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 3 ENGINEERED BY ?owers DDA-D8 Sep 05 2019 5 GeornetritConclitions S - - - - - - . •j:.::J: 2: - .S - U2 - - - ; I / i / 'N / N hmin 5.250 in Cmin 2.500 in Cac 8:625 in sinin 2.500 in '16. Suthinary Rèsults * * Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 1635.00 6066.00 0.270 OK Concrete Breakout Strength 3271.00 4282.00 0.764 OK Bond Strength 3271.00 3556.00 0.920 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 218.00 2208.00 0.099 OK Concrete Breakout Strength 437.00 2824.00 0.155 OK Controls Pryout Strength 437.00 10212.00 0.043 OK 7Warni ng an LWarna1ks ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professionallengineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACT 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nhlr%')I')A')n 1OQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED s?owers DDA - D8 Sep 05 2019 8Loat1nditions T Design Loads / Actions z Nu 953 lb Vux 437 lb Vuy 0 lb Muz 0 in-lb Mux 0 in-lb Muy 1965 in-lb Consider Load Reversal X Direction 100% Y Direction 100% MW iL TToati Distribution M11 .1 Max. concrete compressive strain: 0.333 % Anchor Eccentricity Max. concrete compressive stress: 1451.116 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 1 1635.27 218.5 218.5 0.0 0.000 2.750 2 1635.27 218.5 218.5 0.0 0.000 -2.750 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AlTh')I')(V)A 1OQ I D.,.-. 1A f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers DDA - D8 Sep 052019 esIgn roof Tension Loading Steel Strength: ACE 318-14 17.4.1 Variables Nsa (Ib) 8088.3 0.75 Results (PNsa = 6066.0 lb Nua = 1635.0 lb Utilization = 27.0% Table 17.3.1.1 Concrete Breakout Strength: ACE 318-14 17.4.2 Equations '= r i4j Ww Nb=kc . . Variables A (2\ Nc '. I A C2\ NcO " I p ecN 155.000 100.000 1.000 Cac (in) kc ka 8.625 17.000 1.000 XI Irk\ Results Ncbg = 4282 lb Nus = 3271.0 lb Utilization = 76.4% Eqn. 17.4.2.1b I Eqn. I7.4.2.2a TcpN '1ed,N '11c,N 1.000 1.000 1.000 f (psi) h'ef (in) C amin (in) 3000 3.33 5 tP5eis 0.750 Table 17.3.1.1 Bond Strength: N ACI 318-14 17.4.5 Equations q Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility tll!(V)I')fl')fl 100 DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers Variables ANa (jn2) ANaO (in 2) 155.000 119.641 TK,cr (psi) 1.000 919.772 Nba (lb) Tg,Na 5779.099 1.000 DDA-D8 Sep 052019 Eqn. 17.4.5.2 "ec,Na '11ed,Na '11cp,Na 1.000 0.974 1.000 h'ef (in) (PCNa (in) Cac (in) C amin (in) 3.33 5.469 8.625 5.000 0.65 0.750 Results (PNag = 3556 lb Table 17.3.1.1 Nua = 3271 lb Utilization = 92.0% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1)1 1AIMMIM lQQ2 D.,lAQ,,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 8 DEWALT ENGINEERED BY ?owers' DDA-D8 Sep 05 2019 Design Prooi.Shear Loading Rctre11L S S - Steel Strength: V ACt 318-14 17.5.1 Variables Li Vsaeq (lb) <P 3397.086 0.65 Results Vsaeq = 2208 lb Vua = 218 lb Table 17.3.1.1 Utilization = 9.9% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations Avw v,= (8. V 4 5 ' Eqn. 17.5.2.1b Eqn. 17.5.2.2a Variables Ave (in 2) Avo (in 2) ''ec,V 93.000 72.000 1.000 ( <PSeis 0.70 0.750 Results <PVcbg = 2824 lb Direction = X+ Vua = 437 lb Utilization = 15.5% Tcv ''ed,V 0.950 1.000 1.000 fe (psi) Cap (in) Vb (lb) 3000 4.000 3287.393 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rlirv)!')rv)n 1oQ I D.-,.-1AO-F')77 DEWALT Design Assist Ver. 1.4.0.0 Page 9 DEWALT ENGINEERED BY ?owers DDA - D8 Sep 05 2019 Pryout Strength: V ACI 318-14 17.5.3 Equations V=kcp •Ncpg . Eqn. 17.5.3.1b Eqn. 17.4.5.1a = _• la Mt M = • i .d. •h Eqn. 17.4.5.2 Variables ANa (in') ANaO (in) 'ec,Na "ed,Na ''cp,Na ka 155.000 119.641 1.000 0.974 1.000 1.000 tK cr Cac (in) PCNa (in) h'ef (m) 'g,Na Camin (in-lb) 919.772 8.625 5.469 3.33333333 1.000 5.000 333333 Nba (lb) kcp 5779.099 2.000 0.70 Results (PVcpg = 10212 lb Vua = 437 lb Table 17.3.1.1 Utilization = 4.3% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All l')A')r lcQ2 DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 10 ENGINEERED BY ?owers' DDA - D8 Sep 05 2019 12teadIon of Tension and siWr Loads - ftcfcr AC! 318-14 17.6 Equations ( N + V Eqn. 17.6.3 \ço.N 1,2 Variables Nan Van çpN 0.920 0.155 Results 0.920 <• 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 I Input data and results must be checked, for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1Irv)I')r)n 1OQ 11 ,f77 E1W TOTAL SUPPORT tnnovation.• in:.:a,M •F8b,ftation A0h4,fâo of Too.o cooi,ot CODE: 2016 CBC DETAIL: 166983 - D8 WIND ANALYSIS LOCATION: UP TO ROOF LEVEL WIND HORIZONTAL PRESSURE = WIND VERTICAL PRESSURE = MIN UNITS WEIGHT = 200 Job: 166983 - D8 ISAT SEISMIC BRACING Date: 12/12/2019 14848 Notham Street, La Mirada, CA 90638 Designed By: MA PH: 877.999.4728 FX:714.523.0845 !. - (LRFD LEVEL) 52.1 psf 41.1 psf lbs UNITS DIMENSIONS: MAX HEIGHT= 58 in MAX LENGTH = 51 in MAX.WIDTH= 48 in HOR. WIND. LOAD = 52.1 psf x 58 in x UPLIFT WIND LOAD = 41.1 psf x 51 in x FOR LRFD LOAD COMBINATION [W + 0.9D], HENCE: HOR. WIND LOAD = 1070 lbs x 1 = UPLIFT WIND LOAD = 717 lbs x 1 = 51 in / (12 in/ft)2 = 1070 lbs 48 in / (12 in/ft)2 = 717 lbs 1070 lbs 717 lbs TOTAL NUMBER OF MOUNTING POINT(S) = 4 PLAN SIDE Anchor Bolt , hV (End (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. I 29 I I 31 I I 19 I I -SEE CALC I I SEE CALC I r 0 q r (Pd), in. (Sp), in. (N), in. 2 2 SEE CALC SEE DETAIL 0 AlIlV)I')1V)r 1OQ TOTAL SUPPORT lnnóvatlon.. Enginèering..BIM Fabrkaiiàñ AOo., of Tou.o cn Stoi CODE: 2016 CBC DETAIL: 166983 - D8 WIND ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:7 14.523.0845 Job: 166983 - D8 Date: 12/12/2019 Designed By: MA TAG# - EF2;5 t; LOCATION: UP TO ROOF LEVEL (LRFD LEVEL) SHEAR LOAD / MOUNTING POINT= 1070 / 4 = 268 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 1070 x 29 ) = 31036 Ib.in RESISTING MOMENT= 200 x 0.9 x( 0.5 x 31 - 0 - 717 x( 0.5 x 31 ) = -8330 Ib.in NET OVERTURN = 31036 - -8330 = 39366 Ibs.in UPLIFT PER MOUNTING POINT = 39366 / ( 2 X 31 ) = 635 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 2 PRI OVERTURN = ( 1070 x 29 ) = 31036 Ib.in RESISTING MOMENT= 200 x 0.9 x( 0.5 x 19 - 0 - 717 x( 0.5 x 19 ) = -5105 Ib.in NET OVERTURN = 31036 - -5105 = 36142 Ibs.in UPLIFT PER MOUNTING POINT = 36142 / ( 2 X 19 ) = 952 lbs CHECK SHEAR AND MAX TENSION INTO CONCRETE MAX SHEAR= 268 lbs MAX TENSION= 9.5.2 lbs MOMENT= 268 X 45 (SPRINGHEIGHT)= 1206 lbin SEISMIC LOADS GOVERN (lIlV)I')(V)fl IOQ ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 I UNIT TO CURB -{EF-1} LOCATION = AT ROOF LEVEL FD/1.4 = 0.26 Sds= 0.75 Ev= (0.14Sds) = 0.11 Job: 166983 - D9 Date: 12/18/2019 Designed By: MA TAG #: EF-1, SF-1 (ASD LEVEL) MI:: ' TOTAL SUPPORT Innvatien.En,ng•BM.Fab,fradon AoMtTh CODE: 2016 CBC DETAIL: 166983 - D9 SEISMIC ANALYSIS LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 290 lbs TOTAL NUMBER OF MOUNTING POINTS = 16 PLAN SIDE P - - - - 1 q L —t:1 v .. v g (rd) Anchor Bolt AB . LL J ilL (Ed) (Emc UNIT HEIGHT= 48 in (K), in. (L), in. (M), in. 33 15 15 q r I I SEISMIC HORIZONTAL LOAD = 290 lbs X SHEAR LOAD / MOUNTING POINT = 75 lbs / (Emb), in. (Ed), in. SEE CALC j SEE CALC (Pd), in. (Sp), in. SEE CALC SEE DETAIL 0.26 = 75 lbs 8 = 10 lbs LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 4 PRI OVERTURN = ( 75 x 33 ) = 2488 lb.in RESISTING MOMENT= ( 290 X 0.6 - 0.11 x 290 X( 0.5 x 15 - 0 )= 1077 Ib.in NET OVERTURN 2488 - 1077 = 1412 Ibs.in UPLIFT PER MOUNTING POINT= 1412 / ( 4 X 15 ) = 24 lbs r1In',1')rv)r 1A ,f')77 ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 I UNITTOCURB-{EF-1} I TOTAL SUPPORT lnnoaioniEsineeljig8?M.Fab4caUon CODE: 2016 CBC DETAIL: 166983 - D9 SEISMIC ANALYSIS LOCATION = AT ROOF LEVEL Fp/1.4 = 0.26 1 Ev= Sds= 0.75 ds)= 0.11 Job: 166983 - D9 Date: 12/18/2019 Designed By: MA TAG: EF-1, SF-1 (ASD LEVEL) CONT, LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 4 PRI OVERTURN = ( 75 x 33 ) = 2488 lb.in RESISTING MOMENT= ( 290 X 0.6 - 0.11 x 290 X( 0.5 x 15 - 0 )= 1077 NET OVERTURN = 2488 - 1077 = 1412 lbs.in UPLIFT PER MOUNTING POINT= 1412 / ( 4 X 15 )= 24 lbs CHECK SCREWS SHEAR = SRSS ( SHEAR, UPLIFT) =SRSS( 10 lbs, 0 lbs) = 10 lbs USE: (1) #12 ITW-BUILDEX TEKS SELF-DRILLING SCREWS MIN DESIGN THICKNESS OF MEMBER IN CONTACT WITH THE SCREW HEAD = 18iGa MIN. DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH THE SCREW HEAD = PER ESR-1976 REPORT: SHEAR CAPACITY PER SCREW = 308 lbs X (1) SCREWS = 308 lbs CHECK: 308 lbs > 10 lbs PASS A11fl')l')(V)ri 11tQQ' TOTAL SUPPORT InnovaUon.En gfrieerW.g.B!M.Fábricat!ontn CODE: 2016 CBC DETAIL: 166983 - D9 SEISMIC ANALYSIS Job: 166983 - D9 Date: 12/18/2019 Designed By: MA TAG 44 EF-1, SF-1 (ASD LEVEL) ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 UNIT TO CURB -{SF-1} I Sds= 0.75 Ev= (0.14Sds) = 0.11 LOCATION = AT ROOF LEVEL FD/1.4 = 0.26 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 230 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 SIDE IDE , w — L 7 hV H * L Pd)I I I Anchor Bolt AB L L (End UNIT HEIGHT= 24 in (K), in. (L), in. (M), in. 12 28 22 q r 2 2 (Emb), in. (Ed), in. SEE CALC SEE CALC (Pd), in. (Sp), in. SEE CALC SEE DETAIL SEISMIC HORIZONTAL LOAD = 230 lbs X 0.26 = 60 lbs SHEAR DUE TO ECCENTRICITY = 60 X 30 / ( 22 X 2 ) = 41 lbs SHEAR LOAD / MOUNTING POINT= 60 lbs / 4 + 41 = 56 lbs LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 60 x 12 ) = 718 lb.in RESISTING MOMENT= ( 230 X 0.6 - 0.11 x 230 X( 0.5 x 28 - 30 )= -1822 lb.in NET OVERTURN = 718 - -1822 = 2539 lbs.in UPLIFT PER MOUNTING POINT= 2539 / ( 2 X 28 ) = 45 lbs 1cQ 0-1,f077 :MIW TOTAL SUPPORT CODE: 2016 CBC DETAIL: 166983 - D9 SEISMIC ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 I UNIT TO CURB -{SF-1} I LOCATION = AT ROOF LEVEL Sds= 0.75 Fp/1.4 = 0.26 Ev= (0.14Sds) = 0.11 Job: 166983 - D9 Date: 12/18/2019 Designed By: MA EF-1, SF-1 (ASD LEVEL) CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM Y-Y LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT Y-Y = 2 PRI OVERTURN = ( 60 x 12 ) = 718 lb.in RESISTING MOMENT= ( 230 X 0.6 - 0.11 x 230 X( 0.5 x 22 - 0 )= 1252 Ib.in NET OVERTURN = 718 - 1252 = -535 lbs.in UPLIFT PER MOUNTING POINT= -535 / ( 2 X 22 )= -12 lbs CHECK SCREWS SHEAR = SRSS ( SHEAR, UPLIFT) = SRSS ( 56 lbs, 0 lbs) 56 lbs USE: (1) #12 ITW-BUILDEX TEKS SELF-DRILLING SCREWS MIN DESIGN THICKNESS OF MEMBER IN CONTACT WITH THE SCREW HEAD = [18 G MIN. DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH THE SCREW HEAD = 18Ga PER ESR-1976 REPORT: SHEAR CAPACITY PER SCREW = 308 lbs X (4) SCREWS = 1232 lbs CHECK: 1232 lbs > 56 lbs PASS l7,c')77 it "I FlAm" TOTAL SUPPORT tnnoc,ti6o Engineefin9 81M • Fabñcatios A DMun, To..oC-,to, pdi.• ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D9 Date: 12/24/2019 Designed By: MA CODE: 2016 CBC DETAIL: 166983 - D9 TAG #: WIND ANALYSIS I UNIT TO CURB -{EF-1} I EF-1, SF-1 I LOCATION = UP TO ROOF I LAT WIND = 53.6 nsf I UPLIFT WIND 42.3 nsf I (ASD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS LATERAL WIND LOAD MAX. SIDE AREA OF EQUIPMENT= 48" H X 29" L = 1392 sq.in / (144 1n2/ft2) WIND LOAD = 10 ft2 x 53.6 psf = 518 lbs FOR ASD LOAD COMBINATION [06W + 0.61) ], HENCE WIND LOAD = 311 lbs UPLIFT WIND LOAD MAX. TOP AREA OF EQUIPMENT= 29" W X 29" L = 841 sq.in 1(144 in2/ft2)= WIND LOAD = 6 ft2 x 42.3 psf = 247 lbs FOR ASD LOAD COMBINATION [0.6W + 0.61) 1 HENCE WIND LOAD = 148 lbs 10 ft2 6 ft MIN WEIGHT = 60 lbs TOTAL NUMBER OF MOUNTING POINTS = 16 PLAN r SIDE [tIJIIJi4 Anchor Bolt ABi I I ' S t (Ed)L (End) UNIT HEIGHT= 48 in (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. 33 15 15 SEE CALC SEE CALC r 0 I q r (Pd), in. (Sp), in. (N), in. I SEE CALC SEE DET r 0 I SHEAR LOAD 311 lbs SHEAR LOAD / MOUNTING POINT = 311 / 8 = 39 lbs i1ri'i'rvw, 1OQ ISAT SEISMIC BRACING TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 tñnovadan Enginering aIM • Fabjication A 4TC p..irn., PH: 877.999.4728 FX:7 14.523.0845 Job: 166983 - D9 Date: 12/24/2019 Designed By: MA CODE: 2016 CBC DETAIL: 166983 - D9 TAG #: WIND ANALYSIS UNIT TO CURB - {EF-1} EF-1, SF-1 I LOCATION = UP TO ROOF I LAT WIND = 53.6 nsf I UPLIFT WIND 42.3 nsf I (ASD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 4 PRI OVERTURN = ( 311 lbs x 33 in ) = 10259 lb.in RESISTING MOMENT= 60 lbs X 0.6 X( 15 in / 2 - - 148 x( .0.5 x 15 ) = -842 NET OVERTURN = 10259 lb.in - -842 lb.in = 11101 UPLIFT PER MOUNTING POINT = 11101 lbs / ( 4 X 15 0 in) lb.in lbs. in = 186 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 4 PRI OVERTURN = ( 311 lbs x 33 in ) = 10259 lb.in RESISTING MOMENT= 60 lbs X 0.6 X( 15 in /2 - - 148 x( 0.5 x 15 ) = -842 NET OVERTURN = 10259 lb.in - - -842 lb.in = 1110 UPLIFT PER MOUNTING POINT = 11101 lbs / ( 4 X 15 CHECK SCREWS SHEAR = SRSS ( SHEAR, UPLIFT) = SRSS ( 39 lbs, 186 lbs) = 191 lbs 0 in) lb.in lbs.in = 186 lbs USE: (1) #12 ITW-BUILDEX TEKS SELF-DRILLING SCREWS - MIN DESIGN THICKNESS OF MEMBER IN CONTACT WITH THE SCREW HEAD = Ga MIN. DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH THE SCREW HEAD =Ga PER ESR-1976 REPORT: SHEAR CAPACITY PER SCREW = 308 lbs X (1) SCREWS = 308 lbs CHECK: 308 lbs > 191 lbs PASS (lIIV)I')fl)fl lOQ' D-,,.1Q,f')77 Job: 166983-D9 ISAT SEISMIC BRACING Date: 12/24/2019 TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 Designed By: MA nnovatien. Enginc'eiing 81M • Fab,!calian A fToC p.dN PH: 877.999.4728 FX:7 14.523.0845 CODE: 2016 CBC DETAIL: 166983 - D9 TA WIND ANALYSIS I UNIT TO CURB -{SF-1} EF-1, SF-1 LOCATION = UPTO ROOF LAT WIND = 53.6 psf I UPLIFT WIND 42.3 psf I (ASD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS LATERAL WIND LOAD MAX. SIDE AREA OF EQUIPMENT= 24" H X 79" L = 1896 sq.in / (144 1n2/ft2)= 13 ft2 WIND LOAD = 13 ft2 x 53.6 psf = 706 lbs FOR ASD LOAD COMBINATION [0 6W + 0.61) ], HENCE WIND LOAD = 4239 lbs UPLIFT WIND LOAD MAX. TOP AREA OF EQUIPMENT= 29" W X 79" L = 2291 sq.in / (144 1n2/ft2)= 16 ft2 WIND LOAD = 16 ft2 x 42.3 psf = 673 lbs FOR ASD LOAD COMBINATION [0.6W + 0.61)], HENCE WIND LOAD = 404 lbs MIN WEIGHT 60 lbs TOTAL NUMBER OF MOUNTING POINTS = 4 PLAN SIDE Anchor Bolt I CphV K (Po)I t (Ed)L (End UNIT HEIGHT= 24 in (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. 12 28 22 SEE CALC SEE CALC 77] 30 q r (Pd), in. (Sp), in. (N), in. 2 2 SEE CALC SEE DETAIL 0 SHEAR LOAD = 423 lbs SHEAR DUE TO ECCENTRICITY = 423 X 30 / ( 22 X 2 ) = 289 lbs SHEAR LOAD / MOUNTING POINT = 423 / 4 + 289 = 395 lbs 1OQ' D-,n 1fl,f077 MAW TOTAL SUPPORT Inhov3tion Engineering 8lM • Fan'r.afian A D,.,JUn, ,f To,n,s0 CODE: 2016 CBC DETAIL: 166983 — D9 ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 Job: 166983 - D9 Date: 12/24/2019 Designed By: MA UNIT TO CURB .-{SF-1} I 1I WIND ANALYSIS EF-1, SF-1 I LOCATION = UP TO ROOF I LAT WIND = 53.6 Dsf I UPLIFT WIND 42.3 Dsf I (ASD LEVEL) I LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 423 lbs x 12 in ) = 5081 lb.in RESISTING MOMENT= 60 lbs X 0.6 X( 28 in /2 - 30 in) - 404 x( 0.5 x 28 ) = -6229 lb.in NET OVERTURN = 5081 lb.in - -6229 lb.in = 11310 lbs.in UPLIFT PER MOUNTING POINT = 11310 lbs / ( 2 X 28 ) = 202 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 2 PRI OVERTURN = ( 423 lbs x 12 in ) = 5081 lb.in RESISTING MOMENT= 60 lbs X 0.6 X( 22 in /2 - 0 in) - 404 x( 0.5 x 22 ) = -4046 lb.in NET OVERTURN = 5081 lb.in - - -4046 lb.in = 9127 Ibs.in UPLIFT PER MOUNTING POINT = 9127 lbs / ( 2 X 22 ) = 208 lbs CHECK SCREWS SHEAR = SRSS ( SHEAR, UPLIFT) .=SRSS( 395 lbs, 208 lbs) = 447 lbs USE: (4) #12 ITW-BUILDEX TEKS SELF-DRILLING SCREWS MIN DESIGN THICKNESS OF MEMBER IN CONTACT WITH THE SCREW HEAD = L18 Ga MIN. DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH THE SCREW HEAD =Ga PER ESR-1976 REPORT: SHEAR CAPACITY PER SCREW = 308 lbs X (4) SCREWS = 1232 lbs CHECK: 1232 lbs > 447 lbs PASS rlIri')I')rvw 100 D.,,ø ll -f')77 Job: 166983 — D9 Date: 12/24/2019 Designed By: El's- ISAT SEISMIC BRACING TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 Inno,;flion 6nq1nec1n9 81M • fjb,k2 lion £ O'...w.n of Ycwna.n, cao,rarrw Sp...al'f-s PH: 877.999.4728 FX:714.523.0845 CODE: 2016 CBC DETAIL: 166983 - D9 WIND ANALYSIS I UNIT TO CURB - {SF-1} LOCATION= UPTOROOF I LATWIND= 53.6psf UPLIETWIND CHECK CLIP CLIP SIZE: 18 GA X 2" WIDE (OK TO BIGGER CLIP) CROSS SECTIONAL AREA OF CLIP = 0.0478 X 2 = 0.096 Sq.in LOAD PER CLIP= 447 lbs TENSION STRESS ON THE CLIP = 447 / 0.096 = 4676 psi Fp (steel) = 0.6 X Fy = 0.6 X 36000 = 21600 psi CHECK STRESS 4676 = 022 < 100 21600 HENCE THE CLIP ISOK EF-1, SF-1 42.3 psf (ASD AlI(v)!)fv)r1 1OQ I Dl),F')77 TOTAL: $.UPP :T0R $nnóvatiôn. fnginetg.6IM.Fäbrktian A im CODE: 2016 CRC DETAIL: 166983 - D9 SEISMIC ANALYSIS Job: 166983 - D9 Date: 12/18/2019 Designed By: MA TAG: EF-1, SF-1 (LRFD LEVEL) ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 I CURB TOROOF Sds= 0.75 Ev= (0.2Sds) = 0.15 LOCATION = UP TO ROOF LEVEL Fp= 0.38 LATERAL LOAD & OVERTURN CALCULATIONS MAX. UNIT WEIGHT= 1000 lbs (BOTH UNITS +CURB WEIGHT) TOTAL NUMBER OF MOUNTING POINTS = 12 SIDE PLAN x 1CpW CphV Anchor Bolt P 1. :!J. UNIT HEIGHT= 48 in CURB HEIGHT= 12 (K), in. (L), in. (M), in. (Emb), in. I45 I 64 22 SEE CALC q r (Pd), in. 2 6 ISEECALCI in (Ed), in. (J), in. SEE CALC I 25 (Sp), in. (N), in. SEE DETAIL 1 I 0 SEISMIC HORIZONTAL LOAD = 1000 lbs X 0.38 X 2.5 = 950 lbs **FOR CONCRETE ANCHORAGE, SEISMIC HORI2ONTAL FORCE COMPONENT TO BE MULTIPLIED BY OVERSTRENGTH FACTOR, U = 2.5 SHEAR DUE TO ECCENTRICITY = 950 X 25 /( 64 X 2 ) = 186 lbs SHEAR LOAD/POINT= 950 lbs / 12 + 186 = 265 lbs LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 950 x 45 ) = 42750 Ib.in RESISTING MOMENT= ( 1000 X 0.9 - 0.15 x 1000 X( 0.5 x 64 - 25 )= 5250 Ib.in NET OVERTURN = 42750 - 5250 = 37500 Ibs.in UPLIFT PER MOUNTING POINT= 37500 / ( 2 X 64 ) = 293 lbs A1Ir')I')r')r 1OQ' 191 Job: 166983 - D9 Date: 12/18/2019 Designed By: MA TAG #: EF-1, SF-1 (LRFD LEVEL) ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 I CURB TOROOF I LOCATION = UP TO ROOF LEVEL Sds= 0.75 Fp = 0.38 Ev= (0.2Sds) = 0.15 TO TAt: S:UPP:OR:r fnhbv Liôfl . Enginëëdhgi.BlMF,kai on. A CODE: 2016 CBC DETAIL: 166983 - D9 SEISMIC ANALYSIS CONT. LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF MOUNTING POINT(S) RESISTING UPLIFT ABOUT V-V = 6 PRI OVERTURN = ( 950 x 45 ) = 42750 Ib.in RESISTING MOMENT= ( 1000 X 0.9 - 0.15 x 1000 X( 0.5 x 22 - 0 )= 8250 Ib.in NET OVERTURN = 42750 - 8250 = 34500 lbs.in UPLIFT PER MOUNTING POINT= 34500 / ( 6 X 22 )= 261 lbs CHECK ANCHORAGE MAX SHEAR = 265 lbs TENSION DUE TO OVERTURN = 293 lbs TENSION DUE TO PRYING = 293 X 2 in = 586 lbs MAX TOTAL TENSION = 879 lbs SEE ATTACHED ANCHORAGE SOFTWARE REPORT 1OQ 1tA ,f)77 TOTAL SUPPORT nhovaon Engincedng BIM.. Fabdcatfo, A DMdn.,of 7no CODE: 2016 CBC DETAIL: 166983 - D9 WIND ANALYSIS ISAT SEISMIC BRACING 14848 Notham Street, La Mirada, CA 90638 PH: 877.999.4728 FX:714.523.0845 CURB TO ROOF I Job: 166983 - D9 Date: 12/24/2019 Designed By: MA TAG 4: EF-1, SF-1 LOCATION = UP TO ROOF I LAT WIND = 53.6 psf I UPLIFT WIND 42.3 psf I (LRFD LEVEL) I LATERAL LOAD & OVERTURN CALCULATIONS LATERAL WIND LOAD MAX. SIDE AREA OF EQUIPMENT= 60" H X 120" L = 7200 sq.in / (144 1n2/ft2)= 50 ft2 WIND LOAD = 50 ft2 x 53.6 psf = 2680 lbs FOR LRFD LOAD COMBINATION [W + 0.91) ], HENCE WIND LOAD = 2680 lbs UPLIFT WIND LOAD MAX. TOP AREA OF EQUIPMENT= 29" W X 120" L = 3480 sq.in / (144 1n2/ft2)= 24 ft2 WIND LOAD = 24 ft2 x 42.3 psf = 1022 lbs FOR LRFD LOAD COMBINATION [W + 0.9D], HENCE WIND LOAD = 1022 lbs MIN WEIGHT = 300 lbs TOTAL NUMBER OF MOUNTING POINTS 12 PLAN SIDE Anchor Bolt I-pvw CphV 101- K (P 01) ( (End UNIT HEIGHT= 48 in CURB HEIGHT= 12 in (K), in. (L), in. (M), in. (Emb), in. (Ed), in. (J), in. 45 _ 64 22 SEE CALC SEE CALC 25 q r (Pd), in. (Sp), in. (N), in. 2 6 SEE CALC SEE DETAIL SHEAR LOAD= 2680 lbs SHEAR DUE TO ECCENTRICITY = 2680 X 25 / ( 64 X 2 ) = 523 lbs SHEAR LOAD / MOUNTING POINT = 2680 / 12 + 523 = 747 lbs r1/1v)l,)rv)r 1OQ' D1 rZa .-F')77 g;.. Job: 166983-D9 ISAT SEISMIC BRACING Date 12/24/2019 TOTAL SUPPORT 14848 Notham Street, La Mirada, CA 90638 Designed By MA Innovatton Engineering BIM Fabricaflon PH: 877.999.4728 FX:7 14.523.0845 CODE: 2016 CBC DETAIL: 166983 - D9 TAG # WIND ANALYSIS CURB TO ROOF I EF-1, SF-1 LOCATION = UP TO ROOF I LAT WIND = 53.6 psf UPLIFT WIND 42.3 psf (LRFD LEVEL) LATERAL LOAD & OVERTURN CALCULATIONS VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM X-X LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT X-X = 2 PRI OVERTURN = ( 2680 lbs x 45 in ) = 120600 lb.in RESISTING MOMENT= 300 lbs X 0.9 X( 64 in /2 - 25 in) - 1022 x( 0.5 x 64 ) = -30822 lb.in NET OVERTURN = 120600 lb.in - -30822 lb.in = 151422 lbs.in UPLIFT PER MOUNTING POINT = 151422 lbs / ( 2 X 64 X ( i + 51 / 64 = 659 lbs VERTICAL PULLOUT AT MOUNTING POINT AB RESULTING FROM V-V LOADING NUMBER OF CONNECTION POINTS RESISTING UPLIFT ABOUT V-V = 6 PRI OVERTURN = ( 2680 lbs x 45 in ) = 120600 lb.in RESISTING MOMENT= 300 lbs X 0.9 X( 22 in /2 - - 1022 x( 0.5 x 22 ) = -8275 NET OVERTURN = 120600 lb.in - - -8275 lb.in = 128875 UPLIFT PER MOUNTING POINT = 128875 lbs / ( 6 X 22 CHECK ANCHORAGE 0 in) lb.in Ibs.in = 977 lbs MAX SHEAR = 747 lbs TENSION DUE TO OVERTURN = 977 lbs TENSION DUE TO PRYING = 977 X 2 in = 1954 lbs MAX TOTAL TENSION = 2931 lbs SEE ATTACHED ANCHORAGE SOFTWARE REPORT Al IA')I')A')A 4OQ I D,,.c 1t ,'.f')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY 'owers 5-DDA - D9 - SETS. Sep 05 2019 ¶ Project Information Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: Tonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC . 2 Selected Anchor lnfoi mation - - Selected Anchor: Power-Stud+ SD4 Brand: DEWALT r- . Material: 5/8" 0 Type 304 (A2) Stainless Steel Embedment: hef 2.75 in hnom 3.25 in Approval: ICC-ES ESR-2502 Issued I Revision: May,2018 - Drill Method: Hammer Drilled 3DsinPrtiiupIes Design Method: ACT 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: J Shear 17.2.3.5.3(c) C= User Defined . Base MateIial Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AlI1V)I')A')O 1cQQ 1c7,..f077 DEWALT Design Assist Ver. 1.4.0.0 Page 2 ENGINEERED Br?owerS 5-DDA - D9 - SETS. Sep 052019 .. eometric Conditions hmin 5.000 in Cmin 4.500 111 ac in Smin 5.000 in Summary lesul S. Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength . 879.00 10976.00 0.080 OK Concrete Breakout Strength 879.00 2557.00 0.344 OK Controls Shear Loading Design Proof Demand (lb) Capacity (ib) Utilization Status Critical Steel Strength 265.00 3406.00 0.078 OK Concrete Breakout Strength 265.00 2283.00 0.116 OK Controls Pryout Strength 265.00 7344.00 0.036 OK 'rnings and lei4as ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 3 ENGINEERED Br?owers 5-DDA - D9 - SETS. Sep 052019 r- 8 Içorn1itiojis Design Loads / Actions Z Nu 879 - lb Vux 265 lb Vuy 0 lb Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% j MW , LoadDistriljution -- - - - L - - - - Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x 1 879.00 265.0 265.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rHIrv)I)n')ri 1OQ DEWALT Design Assist Ver. 1.4.0.0 Page 4 DEWALT ENGINEERED BY ?oWers 5-DDA - D9 - SETS. Sep 05 2019 Steel Strength: N AC! 318-14 17.4.1 II • Variables Li . Nsa (ib) 14635 0.75 Results (PNsa = 10976.0 lb Table 17.3.1.1 Nua = 879.0 lb Utilization = 8.0% Concrete Breakout Strength: ACI 318-14 17.4.2 Equations Eqn. 17.4.2.1a - - - $Cpy . N = • J 1- Eqn. 1.7.4.2.2a Variables ANC (m2) ANCO (in') 'ec,N ''ed,N Tc,N 'cp,N 68.063 68.063 1.000 1.000 1.000 1.000 Cac (in) kc 'c (psi) hef (in) Can (in) 9.500 21.000 1.000 3000 2.75 6 N (lb) (p (pSj5 5245.404 0.65 0.750 Results NCb = 2557 lb Table 17.3.1.1 Nua = 879.0 lb Utilization = 34.4% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (1Th')I')(V)f 1cQ D17A.-)77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY owers 5-DDA - D9 - SETS. Sep 052019 41. .Qigp Steel Strength: V ACI 318-14 17.5.1 Variables -H U Vsaeq (ib) ( 4 4 - 5240.000 0.65 Results Vsaeq = 3406 lb Vua = 265 lb Table 17.3.1.1 Utilization = 7.8% Concrete Breakout Strength: V ACI 318-14 17.5.2 - r Equations .. Eqn. 17.5.2.1a vat = (8. () . . ()LS Eqn. 17.5.2.2a Variables A f2\ A 12\ Vc m VcO ' / 'P ec,V 'P ed,V 'P c,V 'P h,V 72.000 72.000 1.000 1.000 1.000 1.000 I e (in) d (in) ka c (psi) Cal' (in) V (lb) 2.750 0.625 1.000 3000 4.000 3261.213 (P (pSj 0.70 0.750 Results (pVCb = 2283 lb Direction = X+ Vua = 265 lb Table 17.3.1.1 Utilization = 11.6% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 4OQ' D.,,-.ø 474 ,f77 'ed,N ''cp,N 1.000 1.000 1.000 hef (in) fc (psi) Camm (in) 2.75 3000.000 6.000 ( 0.70 DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers 5-DDA - D9 - SETS. Pryout Strength: ACI 318-14 17.5.3 Equations V=kcpNcp = - . lkx Alb = . . .fl . he Variables ANC (in2) ANCO (jt2) "ec,N 68.063 68.063 1.000 Cac (in) kc Xa 9.500 21.000 1.000 Nb (lb) kcp Ncp (lb) 5245.404 2.000 5245.404 Results = 7344 lb Vua = 265 lb Utilization = 3.6% Sep 05 2019 V Eqn. 17.5.3.1a Eqn. 17.4.2.1a Eqn. 17.4.2.2a Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rlI/'rvrl 1OQ' 17') .-.f')77 DEWALI.- DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers 5-DDA - D9 - SETS. Sep 05 2019 Refrenc 12.lnteration— of Tension,and Sj ACJ 318-14 17.6 Equations (N + \p•N 1.2 1; 1 ) <— 1.0 Variables 0.344 0.116 Results 0.344 < 1.0 Status : OK Eqn. 17.6.3 ANCHOR DESIGN CRITERIA IS SATISFIED I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AlIlV)I')fV)r lP.OQ DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED By?owers' 6-DDA - D9 - SETS. - ALTER. Sep 05 2019 1. Project Information Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjourisatsb.com Project Name: Innis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - SEISMIC - R.4, oeq Anchor Litforination Selected Anchor: Brand: Pure 10+ DEWALT f:. Material: 5/8" 5/8" ø Threaded Rod ASTMA193 B8 Class ..,.. Embedment: hef 3.75 in hnom 3.75 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled gnPrinpples - Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) On= User Defined 4Ba'Mateirtl Information Concrete: Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Hole Condition: Dry Hole Max. Service Temperature: Long Term: 110 OF Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Ah/(V)I')fl')r, 1OQ D-,,.. 174 .f)77 DEWALT Design Assist Ver. 1.4.0.0 Page 3 DEWALT ENGINEERED 6-DDA - D9 - SETS. - ALTER. Sep 052019 5. Gvujetric Conditions "879 0 t•1;Y N .-'> .., -x:' .' - \• ,.- . _,..i Ok . .- .: ,,-- -- / k. \. -'.- / hmin 5.250 in Cmin - 3.125 in Cac 7.699 in S min 3.125 in 6. SummarvResult. Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 879.00 9662.00 0.091 OK Concrete Breakout Strength 879.00 3296.00 0.267 OK Bond Strength 879.00 2551.00 0.345 OK Controls Sustained Load Bond Strength 0:00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 265.00 4019.00 0.066 OK Concrete Breakout Strength 265.00 2429.00 0.109 OK Controls Pryout Strength 265.00 7325.00 0.036 OK ---------- -------..---- ------ -----__ ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1Th')I')r')r 1cQ DEWALT Design Assist Ver. 1.4.0.0 Page 5 DEWALT ENGINEERED BY'owers 6-DDA - D9 - SEIS. - ALTER. Sep 05 2019 Load Coiditions Design Loads / Actions z Nu 879 lb Vux 265 lb Vuy 0 lb N. Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb Consider Load Reversal X Direction 100% Y Direction 100% -1-7 -- 7-7 V - - - - -- Load Disttbution - Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (ib) Anchor Coordinates (in) Shear Shear x y 1 879.00 265.0 265.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r1II')rv,r lcQ I 47CZ DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY '?owers 6-DDA - D9 - SETS. - ALTER. Sep 05 2019 10 Design Proof Tension Loig Steel Strength: ACI 318-14 17.4.1 Variables Nsa (lb) 12882 0.75 Results (PNsa = 9662.0 lb Nua = 879.0 lb Utilization = 9.1% Table 17.3.1.1 Concrete Breakout Strength: ACI 318-14 17.4.2 Equations A N. = lJclI 4ij. N Alice__. . . . h Variables ANC (in2) ANCO (m2) "ec,N 126.563 126.563 1.000 Cac (in) k 7.699 17.000 1.000 Nb (lb) ( 6761.709 0.65 Results NCb = 3296 lb Nua = 879.0 lb Utilization = 26.7% Eqn. 17.4.2.1a Eqn. I7.4.2.2a ed,N T.c,N 'cp,N 1.000 1.000 1.000 f c (psi) hef (in) Camin (in) 3000 3.75 6 P5eis 0.750 Table 17.3.1.1 Bond Strength: t N ACI 318-14 17.4.5 Equations . — l.- V ------------- Eqn. 17.4.5.1a = i—. V-• •N Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers 6-DDA - D9 - SETS. - ALTER. Sep 05 2019 • i .d -b Eqn. 17.4.5.2 Variables A (in') \ A I NaO (in') Ui ec,Na TNa cp,Na UI ed,Na 144.000 180.421 1.000 0.968 1.000 t}ccr (psi) hef (in) (PCNa (in) Cac (m) arnin (in) 1.000 919.772 3.75 6.716 7.699 6.000 Nba (lb) '11g,Na ( Peis 6772.382 1.000 0.65 0.750 Results = 2551 lb Table 17.3.1.1 Nua = 879 lb Utilization = 34.5% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Al M010n0f) 1P.OQ I D,.17Q,.f')77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 8 ENGINEERED By?owers 6-DDA - D9 - SETS. - ALTER. Sep 05 2019 jPrqofhear Loading q~sig - Steel Strength: V ACI 318-14 17.5.1 Variables Vsa,q (Ib) ( a' 6183.360 0.65 Results = 4019 lb Vua = 265 lb Table 17.3.1.1 Utilization = 6.6% Concrete Breakout Strength: V AC1318-1417.5.2 Equations Eqn. 17.5.2.1a VthZ 4i • i Eqn. 17.5.2.2a Variables A C2\ AV, ' I A 2\ VcO ' .' tjJ ec,V ed,V c,V UI, h,V 72.000 72.000 1.000 1.000 1.000 1.000 le (in) da () ka f (psi) Cap (in) Vb (lb) 3.750 0.625 1.000 3000 4.000 3469.916 (PSeis 0.70 0.750 Results pVCb = 2429 lb Direction = X+ Vua = 265 lb Table 17.3.1.1 Utilization = 10.9% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility ni 1tOQ Dl7O,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 9 ENGINEERED BY ?owers 6-DDA - D9 - SEIS. - ALTER. Sep 05 2019 Pryout Strength: v ACI 318-14 17.5.3 : Equations = k.cp Alp Eqn. 17.5.3.1a \ — - • 4r • Eqn. 17.4.5.1 a — T= . . .4 . Eqn. 17.4.5.2 Variables AN, (in 2) ANaO (j2) '1ec,Na "ed,Na '11cp,Na ka 144.000 180.421 1.000 0.968 1.000 1.000 t}ccr Cac (111) (PCNa (in) he (in) ''g,Na Camm (in-lb) 919.772 7.699 6.716 3.75 1.000 6.000 NT IIh\ L Results pV = 7325 lb Vua = 265 lb Table 17.3.1.1 Utilization = 3.6% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rillA')l')fl')fl 1OQ1 I QA ,f 077 DEWALT Design Assist Ver. 1.4.0.0 Page 10 ENGINEERED BY ?owers' 6-DDA - D9 - SETS. - ALTER. Sep 05 2019 Loads Rrcu ACI 318-14 17.6 Equations ( NU-a ± ____ Eqn. 17.6.3 \co'N 1,2 - 1.0 Variables v3ja Results 0.345 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility nil rvn 100' 101 ,.c')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY ?owers 6-DDA - D9 Sep 05 2019 1. Project Information Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjourisatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN - WIND Information - Selected Anchor: Power-Stud+ 5D4 Brand: DEWALT Material: 5/8' 0 Type 304 (A2) Stainless Steel Embedment: hef 2.75 in hnom 3.25 111 Approval: ICC-ES ESR-2502 Issued I Revision: May,2018 - Drill Method: Hammer Drilled 3I),esign Prmeiples Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads 4Thase Mater .ial lnforruauon Concrete: Type Cracked Normal Weight Concrete Strength . 3000 psi Reinforcement: Edge Reinforcement None or <#4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AhIrY)I)A')r D-,nø1Q'),f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 2 DEWALT ENGINEERED BY ?owers 6-DDA - D9 Sep 052019 5Geometri[Condfions .............................................................. z ... ' /2931 ' 0 - - - ..--. - 0 - ,j / N. .-..._,/ / hmin 5.000 in Cmin 4.500 in Cac 9.5 in 5hn 5.000 in 6. SurnarysuIts ---,,---.------.---- Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 2931.00 10976.00 0.267 OK Concrete Breakout Strength 2931.00 3410.00 0.860 OK Controls Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 747.00 4846.00 0.154 OK Concrete Breakout Strength 747.00 2283.00 0.327 OK Controls Pryout Strength 747.00 7344.00 0.102 OK W1'T" .---- - ------------------ - --------------- ------- ----.-- - Warmigs and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any - guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Anchor layouts - Base Plate: You have selected one or more inputs that are outside the input / boundary conditions for the selected anchors.Please see and review all program Validations and report Warnings and Remarks.Proceed with caution! Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility All l'(V)ri IOQ DEWALT., DEWALT Design Assist Ver. 1.4.0.0 Page 3 ENGINEERED By?owers 6-DDA - D9 Sep 05 2019 - . -., . A. -- tib -.-- -.---- Design Loads / Actions Z Nu 2931 lb Vux 747 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb fltl. . M ' Consider Load Reversal X Direction 0% Y Direction 0% Li 9ioad Distribution - - - - Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces I Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 1 2931.00 747.0 747.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility rlI(v)I')n')r 1OQ I D.,,. 10.1 .-f)77 Concrete Breakout Strength: ACI 318-14 17.4.2 Equations Nb.= tk =kc . . .jf . Variables ANC ANCO (m2) WN 68.063 68.063 1.000 Cac (in) kc ka 9.500 21.000 1.000 Nb (lb) ( 5245.404 0.65 Results NCb = 3410 lb Nua = 2931.0 lb Utilization = 86.0% Eqn. 17.4.2.1a Eqn. 17.4.2.2a ed,N ''cp,N 1.000 1.000 1.000 f (psi) hef (in) Caniin (in) 3000 2.75 6 Table 17.3.1.1 DEWALT Design Assist Ver. 1.4.0.0 Page 4 ENGINEERED BY ?owers 6-DDA-D9 Sep 05 2019 Teijsion Load ig Steel Strength: AC! 318-14 17.4.1 Variables Nsa (lb) 14635 0.75 Results (PNsa = 10976.0 lb Nua = 2931.0 lb Utilization = 26.7% Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AII(V)I')A')fl IOQ' D-.,lQ,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY?oWerS 6-DDA - D9 Sep 05 2019 1 %oi Loiin Steel Strength: V ACI 318-14 17.5.1 11 ' Variables U Vsa (lb) tp 7455.000 0.65 Results Vsa = 4846 lb Vua = 747 lb Table 17.3.1.1 Utilization = 15.4% Concrete Breakout Strength: ACI 318-14 17.5.2 Equations Vfr = (8. NO, 11V V Eqn. 17.5.2.1a Eqn. 17.5.2.2a Variables A f 2\ Vc ' I A ( 2\ AV, '. I tjl ecV 72.000 72.000 1.000 le (in) da ('Ii) a 2.750 0.625 1.000 0.70 Results = 2283 lb Direction = X+ Vua = 747 lb Utilization = 32.7% "ed,V 'c,V 1.000 1.000 1.000 f (psi) Cal' (in) Vb (lb) 3000 4.000 3261.213 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1OQ' DEWALT. DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED By?oWers 6-DDA - D9 Sep 052019 Pryout Strength: V AC1318-1417.5.3 f j7, Equations V=.k.cp •Ncp Eqn. 17.5.3.1a - - - 11JcdV tjJ Nb Eqn. 17.4.2.1a Alb =1cc JT . Eqn. 17.4.2.2a Variables AN, (in 2) ANCO (in') '1ec,N ed,N 'c,N 'cp,N 68.063 68.063 1.000 1.000 1.000 1.000 Cac (in) 'kc ka hef (in) f c (psi) Can (in) 9.500 21.000 1.000 2.75 3000.000 6.000 Nb (Ib) kcp Nc p (lb) ( 5245.404 2.000 5245.404 0.70 Results (pV, = 7344 lb Table 17.3.1.1 Vua = 747 lb Utilization = 10.2% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (t1I(V)1'A')r 1OQ D--.ø 1Q-7,c',77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 7 ENGINEERED BY ?owers' 6-DDA - D9 Sep 052019 ACI 318-14 17.6 Equations (_N Eqn. 17.6.3 + _____ '4' •Aç q.' < - 1.0 1.2 Variables 9N 0.860 0.327 Results 0.989 < 1.0 Status : OK ANCHOR DESIGN CRITERIA IS SATISFIED 0 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1QQ 0,.-.0 100.-f077 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 1 ENGINEERED BY ?owers 8-DDA - D9 - ALTER. Sep 052019 Protect hiforniation ------------------------------------------------------- - Company: ISAT Project Engineer: Mohannad Ajour Address: 14848 Northam Street La Mirada Ca 90638 Phone: M: (877) 999-4728 Email: majjour@isatsb.com Project Name: lonis Pharmaceuticals Conference Center Project Address: Carlsbad, CA Notes: ANCHORAGE DESIGN WIND 1&LTERNATE ANCHORAGE OPTIONt ------------ ---,-- ------------ ----- ----- ----- Selected Anchor Infimatkin -- --- -------- -- --------------------- ---- - -- -- Selected Anchor: Pure 110+ Brand DEWALT Material: 5/8" 0 Threaded Rod ASTM A193 B8 Class Embedment: hef 3.75 in hnom 3.75 in Approval: ICC-ES ESR-3298 Issued I Revision: Jul,2018 Dec,2018 Drill Method: Hammer Drilled - " Design Method: ACI 318-14 - Load Combinations: Section 5.3 User Defined Loads 4 Base Matet il Information Concrete: - Type Cracked Normal Weight Concrete Strength 3000 psi Reinforcement: Edge Reinforcement None or <#4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0 in Length 0 in Width 0 in Standoff None Height 0 in Strength 0 psi Profile: None Hole Condition: Dry Hole - Max. Service Temperature: Long Term: 110 OF - Short Term: 176 OF Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility (lllv)/')A')rt 4QQ D-,,l QC) ,f')77 hmin 5.250 in Cmii 3.125 In C 769.9 in s inin 3.125 in ---- Summar ResuIts Tension Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 2931.00 9662.00 0.303 OK Concrete Breakout Strength 2931.00 4395.00 0.667 OK Bond Strength 2931.00 3401.00 0.862 OK Controls Sustained Load Bond Strength 0.00 0.00 0.000 OK Shear Loading Design Proof Demand (lb) Capacity (lb) Utilization Status Critical Steel Strength 747.00 5024.00 0.149 OK Concrete Breakout Strength 747.00 2429.00 0.308 OK Controls Pryout Strength 747.00 7325.00 0.102 OK Warrnng.s and Remarks - 55. ANCHOR DESIGN CRITERIA IS SATISFIED 0 The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professionailengineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility AlIri'!'rvn lOQ 12 D1OC,f)77 DEWALT Design Assist Ver. 1.4.0.0 DEWALT Page 3 ENGINEERED By ?owers' 8-DDA - D9 - ALTER. Sep 05 2019 . Load CoiiThtions Design Loads / Actions Z Nu 2931 lb Vux 747 lb Vuy 0 lb N Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb M Consider Load Reversal X Direction 0% Y Direction 0% .<' M - .Load Distribuon1 Max. concrete compressive strain: 0.000 % Anchor Eccentricity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear Shear x y 2931.00 747.0 747.0 0.0 0.000 0.000 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 100 D-,.-. 104 -f)77 DEWALT Design Assist Ver. 1.4.0.0 ENGINEERED By ?owers 8-DDA - D9 - ALTER. Steel Strength: ACI 318-14 17.4.1 Variables Nsa (lb) 12882 0.75 Results (PNsa = 9662.0 lb Nus = 2931.0 lb Utilization = 30.3% Page 4 Sep 05 2019 Table 17.3.1.1 Concrete Breakout Strength: ACI 318-14 17.4.2 Equations Variables ANC (in2) ANCO (j2) '11ec,N 126.563 126.563 1.000 Cac (in) k 7.699 17.000 1.000 KI I1L\ Eqn. 17.4.2.1a Eqn. 1.7.4.2.2a 'ed,N '11c,N ''cp,N 1.000 1.000 1.000 f (psi) hef (in) Can.ju (hi) 3000 3.75 6 Results NCb = 4395 lb Table 17.3.1.1 N = 2931.0 lb Utilization = 66.7% Bond Strength: AC! 318-14 17.4.5 Equations a Tit = -. ''l'4 iNI * Eqn. 17.4.5.1a Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility lilm')I')IV)fl 1OQ2 DEWALT , DEWALT Design Assist Ver. 1.4.0.0 Page 5 ENGINEERED BY ftwers, 8-DDA - D9 - ALTER. Sep 05 2019 • i-d. •h 1 Eqn. 17.4.5.2 Variables A C 2\ Na A (j2) NaO ' w ec,Na w ed,Na w cp,Na 144.000 180.421 1.000 0.968 1.000 Xa tK Cr (psi) hef (in) (PC Na (in) Cac (in) C 1 (in) 1.000 919.772 3.75 6.716 7.699 6.000 Nba (lb) 'g,Na P 6772.382 1.000 0.65 Results (PNa = 3401 lb Table 17.3.1.1 Nua = 2931 lb Utilization = 86.2% I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility A1Irv)!')A')) 100 D1O,f')77 DEWALT DEWALT Design Assist Ver. 1.4.0.0 Page 6 ENGINEERED BY ?owers 8-DDA - D9 - ALTER. Sep 05 2019 fDesiroofSiteaiLoadint, Rcttcii Steel Strength: V AC! 318-14 17.5.1 Variables Vsa (lb) ( 7729.200 0.65 Results Vsa = 5024 lb Vua = 747 lb Table 17.3.1.1 Utilization = 14.9% Concrete Breakout Strength: V AC! 318-14 17.5.2 Equations ., AV,. Eqn. 17.5.2.1a Vth = 'P4y Are . *h •Vj I Eqn. Variables Av (in') Avo (in2) "ec,V ed,V Tc,v 72.000 72.000 1.000 1.000 1.000 1.000 le (in) da (in) Xa f c (psi) Cal' (in) Vb (lb) 3.750 0.625 1.000 3000 4.000 3469.916 0.70 Results (pVCb = 2429 lb Direction = X+ Vua = 747 lb Table 17.3.1.1 Utilization = 30.8% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Ct11lV)I')fV)t) 1OQ IOA ,f')77 DEWALT Design Assist Ver. 1.4.0.0 Page 7 ENGINEERED BY ?owers 8-DDA - D9 - ALTER. Sep 052019 Pryout Strength: ACI 318-14 17.5.3 Equations = kcp Ncp N= ili' 'NM Variables ANa (in 2) ANA (in 2) '1ec,Na 144.000 180.421 1.000 t cCr Cac (in) (C Na (in) 919.772 7.699 6.716 Nba (lb) kcp 6772.382 2.000 0.70 Results qvcP = 7325 lb Vua = 747 lb Utilization = 10.2% V Eqn. 17.5.3. 1 Eqn. 17.4.5.1a Eqn. 17.4.5.2 '1ed,Na 'cp,Na Xa 0.968 1.000 1.000 hef (in) 'g,Na Calim (in-lb). 3.75 1.000 6.000 Table 17.3.1.1 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility A1YV)!'rrr 4cQQ DEWALT Design Assist Ver. 1.4.0.0 Page 8 ENGINEERED BY 'owers 8-DDA - D9 - ALTER. Sep 052019 ãiof Tsioii and S1k AC! 318-14 17.6 Equations N. + 'v .' 1.2 TY 90 <- 1.0 Variables 0.862 0.308 Results 0.974 < 1.0 Status : OK ftetrric; Eqn. 17.6.3 ANCHOR DESIGN CRITERIA IS SATISFIED 9 I Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility I r_gzao 1 . Technical Data Sheet for AH-3 Jobr1rni.iimii.i fJTh1t1Ii11iT icb Name lonis Conference Center Da:e 8/12/2019 Submitted By Heather O'Donnell Software Version 07.50 (Jilt Tag AH-3 UfflhIOverview compiiant Model Number: DPS025A Model Type: Cooling Heat Type: Hot Water Hot Gas Reheat: MHGRH with Duct Humidity Sensor Energy Recovery: None Application: Variable Air Volume, Single Zone Controls: Microtech Ill Outside Air: 0-100% Economizer with Drybulb Control Altitude: Oft Approval cETLus FOR 0 =REFE RENCE ONLY - D1 Dimensions and Weight Height 70.5 in Corner Weights 12 1240 lb Construction Insulation and Liners 2" Injected Foam, R13, Galvanized Steel Liner Width Weight 76.5 in 3813 lb 13 14 1059 lb 697 lb Air Opening Location Return Supply Horizontal Horizontal Length 162.3 in Li 316 lb Exterior Painted Galvanized Steel Unit FLA MCA MROPD SCCR 58.7 A 64.4 A 80 A 65 kAIC Note: Use only copper supply wires with ampacity based on 750 C conductor rating. Connections to terminals must be made with copper lugs and copper wire. Aurn/Outside/Exhaust Air Outside Air Option Type Damper Pressure Drop Exhaust Air Type 90.1 and California Title 24 Compliant 0.19 inH2O Powered, Modulating with Building Economizer Pressure Control Job Number: 4CWZ3P Page Prepared Date: 8/12/2019 Job Name: lonis Conference Center 38 of 91 www.DaikinApplied.com rlUV)IfYr 1cQ D.,, 077 ILILG f- 001 'C IC,IJIIL( Drawings(1) for AH-1 E E A1NO [:30NE3HDJ3H dOd. I.,l, I_jS Is• 1.-..,- r,,,,,-,.. in ,-c 01 Prepared Date: Q /1) hfli 0 Note:s Center of Gravity Height #:.,36.'.2 Total Weight 3813 lb I Product Drawing I Unit Tag: AH-3 Sales Office: Norman S. Wright-Climatec Mechl I 13600 Industrial Park Blvd. Minneapolis, MN 55441 I www.OalklnApplled.com Software Version: 07.501 I Product: I Project Name: lonis Conference Center Sales Engineer: Model: DPS025A Aug. 12, 2019 Ver/Rev: Sheet: 1 of 1 Scale: NTS Tolerance: +1- 0.25" Dwg Units: in [mm] a C C' C C' C' C Co rner Weight: :cotier P C' a C C' C' 105,9Jb r thybar .CORPORATION 17èermakltdyhtthfi.'stth,w C C' C C C' C V C Thybar Corporation has a policy of continuous product improvement and reserves the right to change the product design without notice 157 5/8 O.D. SUBMITTAL I CURB WALL THICKNESS AND I I RESTRAINT REQUIREMENTS TO BE I I DETERMINED BY I SEISMIC/WINDLOAD CALCULATIONS. I.ERIFY ROOF PITCH AND DIRECTIOJ APPROVED D APPROVED PENDING CHANGES BY: DATE: 1 1/2_j 6" Channel 2 Deflec. Spring 12 N N ( C C C' C a 63718 Clear I.D. PLAN VIEW C' a C C' C' 131/2 TYPICAL SECTION 109 5/8 Clear I.D. 1215/8 Center To Center ELEVATION VIEW in ms Iso-Rail Equipment Base drawing is the sole property of Thybar Corporation. Any reproduction in part or whole without the written consent of New Daikin DPS0I6-28A (04663) Norman S Wright! lonis Thybar Corporation is prohibited (DO NOT SCALE DRAWING) Unless otherwise specified dimensions are in inches tolerances are ±1/16 ±0.0625 ±1* Qty.: 3 Job# :Q-1908108 e. iag:AH-12,3 ürawn Date: 9/25/19 File: 53327-1 I<ev: I---- i 1 JO 9-25-19 lChange In Curb & Change To Iso-Rail Rev. mt. I Date Description REVISION HISTORY bA IKIN RDT061D 460/60/3 628168 10 2016 Compliant Packaged Rooftop System Job Name lonis Conference Center Date 10/3/2019 Submitted By Terry Watkins Software Version 06.50 Unit Tag AH-4RH FPA# x Model Number: RDT061D Attitude: 0 ft Heat Type: None FOR REFERENCE Condenser Type: Air-Cooled ONLY - D2 Condenser Sound: Quiet Condenser Fans Approval ETL/MEA-USA unit Unit Length Height Width Weight Estimated Lifting Lugs 347 in 73.0 in 99.0 in 10792 lb 3 per side Voltage MCA MROPD SCCR 460/60,'3 147.0 A 175 A 65 kAIC Note Use only copper supply wires with ampacity based on 750 C conductor rating. Connections to terminals must be made with copper lugs and copper wire. Outside Air Option Type Pressure Drop Damper Actuator California and90.1 Compliant Economizer 0.35 inH2O Electric Actuator Return Air Option Returi Air Location: Back Fan Type Fan Diameter Vibration Isolation Drive Type Standard Service Factor, SWSIAF 40 in Rubber in Shear Fixed Drive Motor Horsepower Type Full Load Current 5.0 HP ODP, Premium Efficiency 6.8 A Performance - Air Fbw External Static Pressure Fan Speed Brake Horsepower "I'M inH20 rpm HP 15000 0.8 548 3.31 Page 1 of 4 www.DaikiriApplied.com ni 4OQ D.')l1,-f')77 III /A')rv.)r 10Q PLAN VIEW - KNOCK OUTS & CENTER-OF-GRAVITY Ui 0 z c\J LU U->- UJ-J M 0 U- I Product Drawing I Unit Tag: AH-4 RH Sales Office: Norman S. Wright-Climatec Mechi ¶'Eiic's,, I Product: I Project Name: lonis Conference Center Sales Engineer: I I 13600 Industrial Park Blvd. Minneapolis, MN 55441 I I Model: RDT061D Oct. 02, 2019 Ver/Rev: Sheet: 1 of 1 I Scale: NTS Tolerance: +1- 0.25" 1 Dwg Units: in (mm) www.DaiklnApplled.com Software Version: 06.411 No change to this drawing may be made unless approved in writing by Daikin Applied. Purchaser must determine that the equipment is fit and sufficient for the job specifications. C C' C C' C' C 1 C Thybar Corporation has a policy of continuous product SUBMITTAL improvement and reserves the right to change the product RESTRAINT REQUIREMENTS TO BE CURB WALL THICKNESS AND design without notice i DETERMINED BY SEISMICNDLO CALCULATIONS. tYERJFY ROOF PITCH AND DIRECTION ( '\ 0 CHANGES 261 1/2 O.D. [ 60 11/16 APPROVED .00 I APPROVED IBY. PENDING C 937/8 8515/16 8515/16 :0 1137/8 O.D. Clear I.D. Center To Center z LU 'UI 'ui—i :Mr 0 a : 1 15/16- PLAN VIEW LL 6" Channel 3" Deflec Spring (2) 1/4" Plates 161/4 15/8 (1) 10 Ga. Ptate I 14 5/8 TYPICALSECTION 2131/2 Clear l.D. I 225 1/2 Center To Center I ELEVATIONVIEW The information contained in this Iso-Rail Equipmet Base drawing is the sate property of Thybar Corporation. Any New Daikin RDT06I WI TEMS reproduction in part or whole without the written consent of Norman S Wright/ lonis ThybarCorporationisprohibited - - (DO NOT SCALE DRAWING) Unless otherwise specified Qty.:1 IJob#:Q-1908108A Eev. JO 10-4-19 CurbGrewInLength dimensionsareininches TaAH-4 th'bar tolerances are COR mt. Date Description *1/16 *0.0625 ±1" RATiON File:- Rev:U REVISION HISTORY Date: 1014/19 s3631-2 _I----_vIyt N N C' '4. C C' C C C a Technical Data Sheet for AH-5 Job Name lonis Conference Center Date 8/12/2019 Submitted By Heather O'Donnell Software Version 06.41 Unit Tag AH-5 FPA# x MjLNibr VThltage IDiZling R36BIS1U 31EiR9})!1 C•apacity Efficiency RDT1380D 460/60/3 Mocel Number: RDTOSOD Altitude: Oft Heat Type: None Condenser Type: Air-Cooled Condenser Sound: Quiet Condenser Fans Approval ETL/MEA-USA unit Lergth Height 346 in 97.0 in 856615 10 2016 Compliant FOR REFEREN CE ONLY - D3 Unit Width Weight Estimated Lifting Lugs 99.0 in 13553 lb 2 per side Voltage MCA MROPD SCCR 460/60/3 176.2 A 200 A 65 kAlC Note Use only copper supply wires with ampacity based on 750 C conductor rating. Connections to terminals must be made with copper lugs and copper wire. Outside Air Option Type Pressure Drop California and90.1 Compliant Economizer 0.22 inH20 Return Air Option Return Air Location: Back Fan Type Fan Diameter Vibration Isolation SWSI AF 44 in Rubber in Shear Motor Horsepower Type 7.5 HP ODP, Premium Efficiency Performance Air Flow External Static Pressure Fan Speed CFM inH2O rpm 22000 0.8 569 Damper Actuator Electric Actuator Drive Type Standard Service Factor, Fixed Drive Full Load Current 10.0 A Brake Horsepower HP 5.92 Job Number: 4CWZ3P Page Prepared Date: 8/12/2019 Job Name: lonis Conference Center 67 of 91 www.DaikinApplied.com 1OQ !1U I.O CL. 9'1 OLUC/(I/o :aieci DaJedaJ4 °0 atL,vL'v 9"Pd 9I S-HV ioj (T)suIMeJa 0 [I!Ii PLAN VIEW, KNOCK 'OUTS &CENTER'-OFC:'RAVlTY I Product Drawing I Unit Tag: AH-5 Sales Office: Norman S. Wright-Climatec Mechi I I 13600 Industrial Park Blvd. Minneapolis, MN 55441 I www.OaikinApplied.com Software Version: 06.411 I Product: j Project Name: lonis Conference Center Sales Engineer: Model: RDT0800 Aug. 12, 2019 Ver/Rev: Sheet: 1 of 1 Scale: NTS Tolerance: +1- 0.25" Dwg Units: in (mmj PLAN VIEW I 2371/2 F 937/8 L 1 1137/8 74 15/16 16 Center Thybar Corporation has a policy of continuous product improvement and reserves the right to change the product design without notice rSUBMITTA I CURB WALL THICKNESS AND I RESTRAINT REQUIREMENTS TO BE I DETERMINED BY SEISMICPMNDLOAD CALCULATIONS. 1VERIFY ROOF PITCH AND DIRECTION lo APPROVED I D APPROVED I PENDING CHANGES BY: DATE: N N C-, 4. a C C, C 0 All Channels Down 1 518" T I r f - IL 3. 161/4 — I 1891/2 Clear l.D. 201 1/2 Center To Center ELEVATION VIEW i 4" Channel 1 5/8 - 145/8 1 15/16 6" Channel 3• Deflec. Spring (2) 1/4" Plates (1) 10 Ga. Plate J TYPICAL SECTION Rev.l mt. I Date drawing is the sole property of Thybar Corporation. Any reproduction In part or whole without the written consent of Thybar Corporation is prohibite (00 NOT SCALE DRAWING) Unless otherwise specified dimensions are in inches tolerances are ription ±1/16 *0.0625 ±1 ISION HISTORY Date: 9/26/19 Iso-Rail Equipment Base New Daikin RDT080D Norman S Wright! Ionis !iirid. th yLa I.=11 C C' C C' C' C V C WATER OUT SI FLANGE = 78 (1981) WATER IN 3ANSIFLANGE " L:3. ___13 1 (76) whvvamw Nt•CQ Product Submittal for XVers - Type H Job: IONIS MBTUH (kW/h) Dimensions - inches (mm) I Model Turn AHRI Shipping Operating Water (H7-) Down Thermal B C D G K N Weight Weight Content Input Output Efficiency Width Base Overall E F NPT Flue 0* C/A 0 lbs (kg) lbs (kg) gal (L) Depth Depth - EM 0856 855 822.5 8tol 96.2 30 51.3 60.2 1-1/4 6 6 1596 2237 77 (250.6) (241.1) (762) (1303) (1529) (724) (1015) (291.5) 01006 (292.8) 901 (281.6) 9tol 96.2 30 (762) 31.3 (1303) 00.2 (1529) 1-1/4 6 6 1390 (724) 2237 (1015) 77 (291.5) 01256 1250 1202.5 13101 96.2 30 54.4 63.4 1-1/4 8 6 1960 2835 105 (366.3) (352.4) (762) (1382) (1610) 12-1/8 (308) 12-1/2 (318) (889) (1286) (397.5) 01506 1500 14.43 15to1 96.2 30 54.4 63.4 1-1/4 8 6 1960 2835 105 (439.6) (422.9) (762) (1382) (1610) (889) (1286) 1 (397.5) 01756 1750 1683.5 8to1 96.2 34 56.5 65.7 2 8 8 2080 3055 117 (512.9) (493.4) (864) (1435) (1669) (943) (1386) (442.9) 02006 1999 1923 9to1 96.2 34 56.5 65.7 2 8 8 2080 3055 117 (585.8) (563.6) (864) (1435) (1669) (943) (1386) (442.9) 02506 2499 2404 9101 96.2 34 60 70.4 2-1/2 10 8 2900 4141 149 (732.4) (704.5) (864) (1524) (1788) 13-1/8 (333) 13-1/2 (343) (1315) (1878) (564) 0 3006 3000 2864 lOtol 95.5 34 60 70.4 2-1/2 10 8 2900 4141 149 (879.2) (839.4) (864) (1524) (1788) (1315) (1878) 1 (564) uuravenl rasl'1oear Condensate drain is 1 (25.4 mm) NPT Co. Clearances - inches (mm) Front I Rear I Right I Left I Top Floor* I Vent Certified Minimum to Open I I 24 1 1 I 0 0 I 1 Combustibles (610) (25) (25) I I (25) I Recommended I 30 24 1 1 I 24 N/A N/A Service (762) (610) (25) (25) (610) *WARNING: Do not install on carpeting. FOR REFERENCE ONLY - D4 Catalog No.: 2000.63F Effective: 06-27-19 Page 3 of 4 nil l')(v)r lcQ R REFERENCE ONLY -D5 @Bell & Gossett I FO a xylem brand Submittal JobfProject: Representative: Dawson Company ESP-Systemwlze: WIZE-6 16724 Created On: 09/17/2019 Phone: (626) 797-9710 Location/Tag: Email: saies@dawsonco.com Engineer: Submitted By: Date: Contractor: Approved By: Date: Base Mounted End Suction Pump Pump Selection Summary Duty Point Flow 80 US gpm Series: e-1510 ==- Duty Point Head 90 ft Model: 1.25AD ' ______ -----a Control Head Oft - Duty Point Pump Efficiency 60% Part Load Efficiency Value (PLEV) 0.0% Features & Design j impeller Diameter S in ANSI/OSHA Coupling Guard -.--- W Motor HP 5 lip Center Drop Out Spacer Coupling ________ Duty Point Power 3.24 bhp Fabricated Heavy Duty Baseplale Motor Speed 3600 rpm RPMOuty Point 3550 rpm internaUySefffl .ushingMechanal Seal - NPSHI 11.5 ft Minimum Shutoff Head 109 ft Minimum Flow at RPM 16.1 US gpm Flow @ BEP 80.6 US gpm The Bell & Gossett Series e-1 510 is available in 26 sizes and a variety of configuration options Fluid Temperature 68°F that enable customization and flexibility to fit a broad range of operating conditions. Fluid Type Water YJ g (ap C ull ox r) 206 lbs Pump Floor Space Calculation 3.4 ft Performance Curve Energy Efficiency Ratings: ul- tiL.1Li Pump & Motor PEW: 0.77 Rd 23 j Motor & Drive: PEivI: 0.4 ERvI: 60 EFFICIENCY PRODU 3550 RPM 63 - / .. ...........2 175 -.'-- - \Q! --.... ...---.-_._ 125 60 75tp. 43 --------------- 10 Zo so 43 53 63 70 0 ao~ 00 120 Is* V40 usgpm Performance curve meets 14.6 / ISO 9906 acceptance criteria FOR : R REFERENCE Q Series, Gen II ONLY - D6 Q3001 I Q2001I 1Q1501 I Q1001 I Q751 1 69 Minimum Input (BTU/hr) 30,000 30,000 30,000 30,000 30,000 Maximum Input (13TU/0 3001,000 1,999,999 1 501.000 1,001.000 751,000 Maximum Output (BTU /hr) 2790,930 - 1,860,000 1,380,920 940,940 705,940 ThermalEHinc 93% 93% 92% 94'o 94°' Dimensions H X W X D (Inches) 67.7 X 30 X 60.4 (66 CU. FT) 67.7 X 30 X 44.3 (48 CU. FT) Weight (LS) 1645 LBS 1225 LBS 1025 LB3 800 LBS 730 LB-S Water Pressure Mm Max (PSI) 30/160 30/160 30/160 30/160 30/160 Vnt'Smze(Dmamrrter) 8" 0 8' 0 6" 0 60 6,1 0 NG/LP - Maximum Static Gas Pressure Panae 2.5" - 14 2.5 14' 2.5 - 14' 2 5" - 14' 2.5' 14' Electrical (120V AC, 60Hz) Max 30 Amps (2 C rcumts) Max 20 Amps (2 Circuits)___________ Max 29 Amps Max 20 Amps Max 16 Amps ------.. TECHNOLOGY OVERVIEW I Our iQ Series floor-standing units deliver the highest capacity in the industry - up to 3 million BTUs - with no storage tanks required. Designed for very I large volume, commercial applications, these high-input units slash capital costs by up to 50%, and decrease operational costs by up to 40%, when compared to traditional tank-type systems. KEY FEATURES High Capacity in a Compact Size - At 1645 lbs. and 30" width (fits r / elevator doors) iQ3001s supply 80 GPM at 70°F temperature rise non-stop '". j • Masterless Cascading - Eliminate single-point failure with our patented Masterless Cascading technology. iQ3001 • Wi-Fi and 3G/4G Connectivity - Real-time monitoring of your Gen Il unit is available through the unit's 7" touch-screen - and accessible remotely via a mobile app. Each unit can be easily connected to your building's Wi-Fi router or to Intellihot's internet hub. Eliminate Mixing Valves & Legionella - With no storage tanks there's no risk for Legionella growth. By eliminating the need for mixing valves, this feature also eliminates their associated unreliability and costs. Competitive Turndown Ratio - Unparalleled gas savings with an industry leading turndown ratio, 100:1 for 03001, 66:1 for iQ2001, 50:1 for 0501, 33:1 for 0001, and 25:1 for iQ751. Common Venting Capabilities - The iQ floor units transform common venting into smart—common venting. ASME-HLW Compliant - Suitable for applications managed by engineers, specifiers and contractors. Guaranteed - Backed by a 10 year non-prorated heat exchanger warranty. APPLICATIONS Hotels, Multi-Family Complexes, Sky-Rise and High-Rise Buildings, Stadiums. iQ1001 SIDE PANEL Dimensional Specifications 3.7 1951 DISPLAY PANEL NNELS FOR REFERENCE FRONT VIEW ONLY - D6 [1285] [1 EMOVABLE REAR PANEL PVC OR PP EXHAUST .._-1-1/4 GAS INLET - 4-5/8" 00 FLANGE —2 WATER OUTLET 59.7 —6 PVC ORPPAIR (1517] 0 ' INTAKE FILTERED 51 5 0 0 0 r13071 . .7 .2" WATER INLET 43.6 ,-' 6 00 FLANGE [1107] PVC CONDENSATE /,-I" DRAIN OV 11.9 - 113 I 1A iI I J (286] 7.0— A [4.9 [178] - 18.4 [126] [467] REAR VIEW =REFERENCE 21.0 -° -" 4.5 [534) [114) [102) ------------- 33.3 [847] -----H Ø.5 [13] (FRONT) BOTTOM VIEW AIIIV)l')IY)fl 1tOQ 0)1,c)77 Model: GB-180-30 Belt Drive Centrifugal Roof Exhaust Fan Dimensional Quantity 1 Weight w/o Acc's (lb) 134 Weight wi Acc's (lb) 152 Max T Motor Frame Size 184 Optional Damper (in.) 18 x 18 Roof Opening (in.) 20.5 x 20.5 Iff 2.5 2.0 1.5 U) 0.5 0.4 04 0 1 2 3 4 5 6 Volume (CFM) x 1,000 2.0 1.6 1.2 -C L Operating Bhp point 0 Operating point at Total External SP Fan curve .......... System curve Brake horsepower curve Sound Power by Octave Band Sound 62.5 125 250 500 1000 2000 4000 8000 LwA dBA Sones Data Inlet 83 1 82 88 1 79 174 75 1 69 1 64 83 72 21 FOR &GREENHECI( REFERENCE Job: Printed Date: 09/27/2019 b lonis Conference Center-fans 9-27-19 Mark: EF-3 Building Value in Air. Model: GB-180-30 OVERALL HEIGHT MAY BE GREATER DEPENDING ON MOTOR. Performance Requested Volume (CFM) 4,160 Actual Volume (CFM) 4,160 Total External SP (in. wg) 1.5 Fan RPM 1417 Operating Power (hp) 1.94 Elevation (ft) 479 Airstream Ternp.(F) 70 Air Density (lb/ft3) 0.074 Drive Loss (%) 4.9 Tip Speed (ft/mm) 6,864 Static Eff. (%) 53 Motor Motor Mounted Yes Size (hp) 3 Voltage/Cycle/Phase 460/60/3 Enclosure ODP Motor RPM 1725 Efficiency Rating NEMA Premium Windings 1 NEC FLA* (Amps) 1 4.8 Notes: All dimensions shown are in units of in. / *NEC FLA - based on tables 430.248 or 430.250 of 0MCCIII ' National Electrical Code 2014. Actual motor FLA may vary, WORILDWIDE for sizing thermal overload, consult factory. RATIAGS LwA - A weighted sound power level, based on ANSI SI.4 dBA - A weighted sound pressure level, based on 11.5 dB ,7 $0Ufl attenuation per Octave band at 5 ft - dBA levels are not "-i" flft licensed by AMCA International PIeDRISIACI Sones - calculated using ANSI/AMCA 301 at 5 ft Generated by: prich@nswcsd.com CAPS 4.30.1721 P:'Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\Ionis Conference Center - 6-8-19 revised.gfcj Page 12 of 41 A1Ir1')I')rv)r 1QQ'3 D-.,.ø.')1A ,ç')77 )0 LNGREENHECK Building Value in Air. Roof Curb Model: GPI FOR L REFERENCE ONLY - D7 Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: EF-3 Model: GPI Material: Galvanized Standard Construction Features: - Roof Curb fits between the building roof and the fan mounted directly to the roof support structure - Constructed of either 18 ga galvanized steel or 0.064 in. aluminum - Straight Sided without a cant - 2 in. mounting flange - 3 lb density insulation - Heighi - Available from 12 in. to 42 in. as specified in 0.5 in. increments. Notes: - The maximum roof opening dimension should not be greater than the "Actual' top outside dimension minus 2 in.. - The minimum roof opening dimension should be at least 2.5 in. more than the damper dimension or recommended duct size. - The Roof Opening Dimension may or may not be the same as the Structural Opening Dimension. - Damper Tray is optional and must be specified. Tray size is same as damper size. - Security bars are optional and must be specified. Frames and gridwork are all 12 ga steel. Gridwork is welded to the frame and the frame is welded to the curb. 28.50 -r 28.50 Notes: All dimensions shown are in units of in. Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj Page 16 of 41 AiIrvI')rvn 4QQ Dimensional Quantity 1 Weight w/o Accs (lb) 53 Weight wl Accs (lb) 63 Optional Damper (in.) 16 x 16 Roof Opening (in.) 18.5x 18.5 23.80 3.44 35.80 (12:00) 22.00 SQ Operating Bhp point 0 Operating point at Total External SP Fan curve ....... - System curve Brake horsepower curve FOR REFEOE ONLY - D7 ni / - - q / PUI%W 4 8 12 16 20 24 28 Volume (CFM)x 100 2.0 1.6 0.0 0 - 0.0 32 1.2 1.5 1.2 0.9 'a -c 0.3 LNGREENHECK Building Value in Air. Model: G-143-VG Direct Drive Centrifugal Roof Exhaust Fan Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: EF-4 Model: G-143-VG 0 28.40 OVERALL HEIGHT MAY BE GREATER DEPENDING ON MOTOR. Performance Requested Volume (CFM) 1,650 Actual Volume (CFM) 1,650 Total External SP (in. wg) 1.5 Fan RPM 1600 Operating Power (hp) 0.78 Elevation (ft) 479 Airstream Temp.(F) 70 Air Density (lb/ft3) 0.074 Tip Speed (ft/mm) 6,128 Static Eff. (%) 50 Motor Motor Mounted Yes Size (hp) 1 Voltage/Cycle/Phase 208/60/1 Enclosure TENV Motor RPM 1725 Efficiency Rating High Windings 1 FLA (Amps) 7 Notes: All dimensions shown are in units of in. 'NEC FLA - based on tables 430.248 or 430.250 of ClImca Sound Power by Octave Band National Electrical Code 2014. Actual motor FLA may vary, WORlDWIDE ICERTIFIED/ for sizing thermal overload, consult factory. ntrncs,,' LwA - A weighted sound power level, based on ANSI S1.4 I f dBA - A weighted sound pressure level, based on 11.5 dB 5OUflDI attenuation per Octave band at 5 ft - dBA levels are not AIR licensed by AMCA International - FERrORMUCE Sones - calculated using ANSI/AMCA 301 at 5 ft Generated by: prich@nswcsd.com CAPS 4.30.1721 P:'Jobs\Projects Awarded\lortis Conference Center (tklsc)\Design\lonis Conference Center- 6-8-19 revised.gfcj Page 17 of 41 rti1i')rt'r 10Q'3 Sound Data 62.5 125 250 500 1000 2000 4000 8000 LwA dBA Sones Inlet 71 76 85 73 71 67 62 54 79 68 15.3 LMGREENHECK Building Value in Air. Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: EF-4 Model: GPI Rnnf (',tirh Model: GPI =REFERENCEFOR 0 Material: GalvanizedONLY - Standard Construction Features: - Roof Curb fits between the building roof and the fan mounted directly to the roof support structure - Constructed of either 18 ga galvanized steel or 0.064 in. aluminum - Straight Sided without a cant - 2 in. mounting flange - 3 lb density insulation - Height - Available from 12 in. to 42 in. as specified in 0.5 in. increments. Notes: - The maximum roof opening dimension should not be greater than the "Actual" top outside dimension minus 2 in.. - The minimum roof opening dimension should be at least 2.5 in. more than the damper dimension or recommended duct size. - The Roof Opening Dimension may or may not be the same as the Structural Opening Dimension. - Damper Tray is optional and must be specified. Tray size is same as damper size. - Security bars are optional and must be specified. Frames and gridwork are all 12 ga steel. Gridwork is welded to the frame and the frame is welded to the curb. 20.50 20.50 i] LT • %J %J LT • Notes: All dimensions shown are in units of in. Generated by: prich@nswcsd.com CAPS 4.30.1721 P:'Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj Page 22 of 41 nhlrv)I')rv)r D.')17,-.f')77 FOR = REFERENCE ONLY - D8 Model: USF-24 Universal Single Width Fan Operating Performance /1' >) , t -. . * .. -. 4Q) 1> '. .\ > .. .. - 1 2 3 4 5 6 7 Volume (CFM) x 1,000 2.4 2.1 1i W-1 0.3 2.4 2.1 1.8 1.5 __ 0. 0.3 Sound Power by Octave Band Sound Data 62.5 125 250 500 1000 2000 4000 8000 LwA dBA So es Inlet 85 1 87 1 84 79 75 70 65 60 1 82 70 1 18.8 Outlet 93 1 91 1 84 79 77 71 1 66 61 1 83 71 1 22 - oasea on iaoies iu or 14001 I'a1Ional cleculcal l.oae zuu. Actuai moior MA may vary, ror sizing inermai ovenoaa, consuic factory. LwA - A weighted sound power level, based on ANSI S1.4 cIBA- A weighted sound pressure level, based on 11.5 dB attenuation per octave band at 5ff- dBA levels are not licensed by AMCA International Sones - calculated using AMCA 301 at 5 ft Printed Date: 09/27/2019 LMGREENHECK Job Ion is Conference Center-fans 9-27-19 Building Value in Air. Mark: EF-2 Model: USF-24 Performance Quantity 1 Volume (CFM) 6,015 Total External SP (in. wg) 1.5 Operating Power (hp) 2.25 Required Power (hp) 2.25 Fan RPM 973 Max Fan RPM 1570 Oper. Frequency (Hz) 60 Elevation (ft) 479 Start-up Ternp.(F) 70 Operating Temp.(F) 70 Fan Configuration Construction Type PermaLock Size 24 Class N/A Arrangement 10 Rotation CW Discharge Position UB Spark Resistance None Scroll Material Steel Wheel Material Steel Inlet Cone Material Steel Pedestal Material Steel Equipment Weights Fan (LMD)(lb) 352 Motor/Drive (lb) 89 Accessories (lb) 27 Misc Fan Data FEG 80 Outlet Velocity (ft/mm) 1,743 Static Efficiency (%) 66 Tip Speed (ft/mm) 6,241 Motor and Drives Motor Included Size (hp) 3 RPM 1725 Enclosure ODP V/C/P 460/60/3 Frame Size 182T Max Frame Size 215 Location Centered Pulley Type Constant Drive Loss (%) 4.7 Drives Multiple Drive Service Factor 1.5 NEC FLA* (Amps) 4.8 mca / WORlD WIDE/ OERTIFICD/ RATIRGS / A Operating Bhp point 0 Operating point at Total External SP Fan curve System curve Brake horsepower curve Nameplate Model: USF-24-3-B1 -00-01-01 Generated by: prich@nswcsd.com CAPS 4.30.1721 P:'Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj Page 7 of 41 LNGREENHECK Building Value in Air. Model: USF-24 Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: EF-2 Model: USF-24 Universal Single Width Fan 23.05—I k_f28 1.06 TYP 612582 4.13 030.86 29 1068 P INLET OD 1.06TYP L..-4.13 INLET 0.15 01k 10 HOLES OUTLET CONNECTIONS FOR = REFERENCE ONLY - D8 130 lbs II\ Al 111 lbs 17 15.17 00.44 iiss I L I I 104lbs 4 Holes 4.47-I - -10.63 33.1O-1 FAN FOOTPRINT —5032 1926 WEArHERHoOD—.\ [._12.75 (To Slip Fit Islet) H I 31 3 (To Slip Fit Inlet) SHAFT DIA 1.44 __________030.86 Slip Fit O.D. ._.L.. KEYWAY 0.38 X 0.21 L.. I N—DRAIN CONNECTION END VIEW SIDE VIEW SIDE MEW IS VIEWED FROM DRIVE SIDE :FANS ARE SUBJECT 10±125 INCH TOLERANCE DUE TO CONTINUAL IMPROVEMENTS DIMENSIONS MAY CHANGE Notes: All dimensions Shown are in units of in. Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\Ionis Conference Center - 6-8-19 revised.gfcj Page 9 of 41 A1Irs)1')A')ri 4OQ7 D)1Q,f')77 Model: USF-16 Universal Single Width Fan FOR REFERENCE ONLY - D8 Operating Performance A Operating Bhp point 0 Operating point at Total External SP Fan curve - ........- System curve Brake horsepower curve Nameplate Model: USF-16-3-BI-00-01-01 Sound Power by Octave Band Sound Data 62.5 125 250 500 1000 2000 4000 1 8000 LwA dBA Sories Inlet 84 1 1 82 1 80 80 77 73 1 69 1 63 1 82 1 70 1 18.3 Outlet 95 1 91 1 89 84 1 79 75 1 70 1 64 1 86 751 25 3.2 2.8 2.4 co 0.8 0.4 NM 1.6 1.4 1.2 1.0 — 0 0.8 CL 0.6 w Co I.- 0.4 1:0 0.2 L------_ IF ...-..-....-. ____ 0 5 10 15 20 25 30 35 40 Volume (CFM)x 100 - 0.0 45 LM GREENHECK : Printed Date: 09/27/2019 Job lonis Conference Center-fans 9-27-19 Building Value in Air. Mark: EF-5 Model: USF-16 Performance Quantity 1 Volume (CFM) 2,950 Total External SP (in. wg) 1.5 Operating Power (hp) 1.41 Required Power (hp) 1.41 Fan RPM 1582 Max Fan RPM 2431 Oper. Frequency (Hz) 60 Elevation (ft) 479 Start-up Temp.(F) 70 Operating Temp.(F) 70 Fan Configuration Construction Type PermaLock Size 16 Class N/A Arrangement 10 Rotation CW Discharge Position UB Spark Resistance None Scroll Material Steel Wheel Material Steel Inlet Cone Material Steel Pedestal Material Steel Equipment Weights Fan (LMD)(lb) 172 Motor/Drive (lb) 47 Accessories (lb) 15 Misc Fan Data FEG 71 Outlet Velocity (ft/mm) 1,879 Static Efficiency (%) 52 Tip Speed (ft/mm) 6,836 Motor and Drives Motor Included Size (hp) 11/2 RPM 1725 Enclosure ODP V/C/P 460/60/3 Frame Size 145T Max Frame Size 184 Location Centered Pulley Type Constant Drive Loss (%) 5.4 Drives Single Drive Service Factor 1.5 NEC FLA° (Amps) 3 a W ORl mca D WIDE/ / CERTIFIED / flflTIRGS / nrwtmcnr n000lnhlon rLn - uaseu on taurus ,u or 140o, I4a000al c,00tncar u000 zuuz. nctua, motor rn may vary, ror sizing tflarfllai OVCI1OaU, Consult factory. LwA - A weighted sound power level, based on ANSI S1.4 dBA - A weighted sound pressure level, based on 11.5 dB attenuation per octave band at 5 ft- dBA levels are not licensed by AMCA International Sones - calculated using AMCA 301 at 5 ft Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj . Page 23 of 41 (1IlY)I')A')( 1OQ'3 INGREENHECK Building Value in Air. Model: USF-16 Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: EF-5 Model: USF-16 Universal Single Width Fan 12.97 I F , _. ..L 21.1817.39 0 20.78 113 INLET OD 1.06TYP INLET 0.15 OIA. 8 HOLES OUTLET CONNECTIONS FOR L REFERENCE ONLY - D8 641bs 581bs 9.81 :- •-- 8 9.81 _t I E24.35-T 4 Holes 3.27 k FAN FOOTPRINT [ 17.36- 22.50 42.37 19.87 1j - L22.25J WEATHERH000 SHAFT DIAl KEYWAY 0.25 X 0.14 —9.61 (To Slip Fit Inlet) —3.13 (To Slip Fit Inlet) 020.78 Slip Fit O.D. CONNECTION 36.11 END VIEW SIDE VIEW SIDE VIEW IS VIEWED FROM DRIVE SIDE FANS ARE SUBJECT TO ±125 INCH TOLERANCE DUE TO CONTINUAL IMPROVEMENTS DIMENSIONS MAY CHANGE Notes: All dimensions shown are in units of in. Generated by: prich@nswcsd.com CAPS 4.301721 P:\Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\Ionis Conference Center - 6-8-19 revised.gfcj Page 25 of 41 I'll l(V)l)(v)rs ICZCZQQ,2 D~ 001 ^f 077 LNGREENHECK Building Value in Air. Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: SF-1 without EF-i starter Model: MSF-P113-H10 FOR EFEcE MSF-PI 13-HI 0 Unit Performance Design Conditions Summer Elevation (ft) I I Winter (°F) I Supply (CFM) I Outdoor Air (CFM) I DB (°F) WB (°F) I I I 479 I 90.3 I 71.8 I 38.9 I 720 I 720 i Unit Specifications Qty I Weight (lb) Cooling Type Heating Type Unit Installation Unit ETL Listing 1 1 215 (+1- 5%) 1 None None Outdoor UL 705 Air Performance I Type Total I Volume IExternal sI Total SP I RPM Fan Operating I I (CFM) (in. wg) (in. wg) Power (hp) Qty Type Size (in.) Drive-Type Supply I 720 I 1 I 1.054 I 1467 I 0.28 I I Plenum I 13.1 I Direct-Drivel Intertek Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\Ionis Conference Center (tklsc)\Design\Ionis Conference Center-6-8-19 revised.gfcj Page 28 of 41 r%4 WVOWW) 4OQ LNGREENHECK Building Value in Air. FOR = REFERENCE ONLY - D9 Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: SF-1 without EF-1 starter Model: MSF-Pi 13-H 10 ELEVATION VIEW 78.1 38.0 40.1 ELECTRICAL CONNECTION OPPOSITE SIDE (I _ = 45.00 24 _42=1 rL_ II 66.166 otes - Elevation View Standard configuration for unit access is on the right-hand side, when looking into the unit intake in the direction of airflow. Order of unit sections is from intake of unit to discharge of unit. Sections included on this unit: Weatherhood Section, Blower Section PLAN VIEW 78.1 38.0 40.1 39.0 7.9 --a- 1 3. 0 28.1 T-722.1 3.0 22.140 ALUMINUM FILTERED WETHERHOOD DAMPER ACC S BLOWER ACCESS BOTH SIDES 66.166 IStandard configuration for unit access is on the right-hand side, when looking into the unit intake in the direction of airflow. I Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\Ionis Conference Center (tklsc)\Design\Ionis Conference Center - 6-8-19 revised.gfcj Page 32 of 41 u!:: mT i--------------------------- - - 2.5 2.0 0.0 6 9 12 15 Volume (CFM) x 100 A Operating Bhp point FOR REFERENCE 0 Operating point at Total External SP Fan curve ONLY - D9 --System curve Brake horsepower curve 1.5 1.5 1.2 0.9 -a -C 0.3 LMGREENHECK Building Value in Air. Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: EF-1 Model: CUBE-1 41 HP-5 Fan 29.75 I 19.56 solution is a ceptable, but lonis would prefer a dire t 344 4750 drive solution. The previous selection could not meet __________ ___________________ Dimens the flow/static required with a direct drive system (15.25) Quantity 1 Weight w/o Acc's (lb) 68 Weight wi Acc's (lb) 94 Max Motor Frame Size 145 -22.00SQ-- Roof Opening (in.) 18.5 x 18.5 OVERALL HEIGHT MAY BE GREATER DEPENDING ON MOTOR. Performance Requested Volume (CFM) 900 Actual Volume (CFM) 900 Total External SP (in. wg) 1.5 Fan RPM 1749 Operating Power (hp) 0.48 Elevation (ft) 479 Airstream Temp.(F) 70 Air Density (lb/ft3) 0.074 Drive Loss (%) 8.6 Tip Speed (ft/mm) 6,697 Static Eff. (%) 49 Motor Motor Mounted Yes Size (hp) 1/2 Voltage/Cycle/Phase 115/60/1 Enclosure ODP Motor RPM 1725 Efficiency Rating Standard Windings 1 NEC FLA (Amps) 9.8 Notes: All dimensions shown are in units of in. *NEC FLA - based on tables 430.248 or 430.250 of amca Sound Power by Octave Band National Electrical Code 2014. Actual motor FLA may vary, WORLD WIDE CERTIfiED/f for sizing thermal overload, consult factory. RRTIACJ 4' LwA - A weighted sound power level, based on ANSI S1.4 Data 625 125 250 500 1000 dBA - A weighted sound pressure level, based on 11.5 dB QUflD attenuation per Octave band at 5 ft - dBA levels are not AIR ___________________ licensed by AMCA International Sones - calculated using ANSI/AMCA 301 at 5 ft Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj Page 2 of 41 Al lrr)l)rvri 10Q3 D-.-.')')A -f 077 Sound 20004000 8000 LwA dBA Sones I I I 86 I I 81 77 71 70 68 67 I 64 I 76 I 65 I 1 IIii 14.9 I Inlet 1 I I I 1 I 22.25 22.25 20.75 20.75 15.25 LNGREENHECK Building Value in Air. Printed Date: 09/27/2019 Job: Ion is Conference Center-fans 9-27-19 Mark: EF-1 Model: CUBE-141HP-5 Vented Curb Extension FOR REFERENCE Model: VCE ONLY - D9 Standard Construction Features: - Curb Extension mounts between the fan and the roof curb - Constructed of either 18 ga galvanized or optional 0.064 in. aluminum - Louvered vents are designed to vent heat in restaurant exhaust applications - Designed to provide required 18 in. minimum discharge height above roof line when used with an 8 in. high roof curb and Greenheck model spun aluminum upblast exhaust fan per NFPA 96. NOTE: Damper Trays are not available. ISOMETRIC VIEW 2.50 Notes: All dimensions shown are in units of in. Generated by: prich@nswcsd.com CAPS 4.30.1721 P:Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj Page 4 of 41 ica' )O LNGREENHECK Building Value in Air. Printed Date: 09/27/2019 Job: lonis Conference Center-fans 9-27-19 Mark: SF-1 without EF-1 starter Model: GPI Roof Curb LFOR REFE LY_ RENCE Model: GPI Material: Galvanized ONLY - D9 Standard Construction Features: - Roof Curb fits between the building roof and the fan mounted directly to the roof support structure - Constructed of either 18 ga galvanized steel or 0.064 in. aluminum - Straight Sided without a cant - 2 in. mounting flange - 3 lb density insulation - Heighi - Available from 12 in. to 42 in. as specified in 0.5 in. increments. Notes: - The maximum roof opening dimension should not be greater than the "Actual" top outside dimension minus 2 in.. - The minimum roof opening dimension should be at least 2.5 in. more than the damper dimension or recommended duct size. - The Roof Opening Dimension may or may not be the same as the Structural Opening Dimension. - Damper Tray is optional and must be specified. Tray size is same as damper size. - Security bars are optional and must be specified. Frames and gridwork are all 12 ga steel. Gridwork is welded to the frame and the frame is welded to the curb. 22.14 Notes: All dimensions shown are in units of in. Generated by: prich@nswcsd.com CAPS 4.30.1721 P:\Jobs\Projects Awarded\lonis Conference Center (tklsc)\Design\lonis Conference Center - 6-8-19 revised.gfcj Page 38 of 41 r1Ir')I')fv)n 1OQ I D-f)77 DIVISION: 030000—CONCRETE SECTION: 03 1600—CONCRETE ANCHORS DIVISION: 05 0000—METALS SECTION: 0505 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT EVALUATION SUBJECT: POWER-STUD®+ SD2 CARBON STEEL ANCHORS, POWER-STUD®+ 5D4 STAINLESS STEEL ANCHORS AND POWER-STUD®+ SD6 STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS). (' -1, k~~~4 PMG ED "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of 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 as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. loao Copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. r1llV)I')rv)r 1cQ' ICC-ES Evaluation Report ESR-2502 Reissued May 2019 This report is subject to renewal May 2020. www.icc-es.orq I (800) 423-6587 I (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 ADDITIONAL LISTEE: POWERS FASTENERS EVALUATION SUBJECT: POWER-STUD ®+ SD2 CARBON STEEL ANCHORS, POWER-STUD®+ SD4 STAINLESS STEEL ANCHORS AND POWER-STUD®+ SD6 STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, and 2009 International Building Code® (lBC) 2015, 2012, and 2009 International Residential Code® (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-2502 LABC and LARC Surlement. For evaluation for compliance with the National Building Code of Canada® (NBCC), see listing report ELC-2502. Property evaluated: Structural 2.0 USES The Power-Stud+ SD2 carbon steel anchors and SD4 and SD6 stainless steel anchors are used to anchor building components to cracked and uncracked normal-weight and lightweight concrete having a specified compressive strength, f, 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 1/2-inch diameter (9.5 mm and 12.7 mm) Power-Stud+ SD2 carbon steel anchors may be installed in the topside of cracked and uncracked normal- weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, f', of 2,500 psi (17.2 MPa). The 3/8-inch through 3/4-inch diameter (9.5 mm through 19.1 mm) Power-Stud+ SD2 carbon steel anchors may be installed in the soffit of cracked and uncracked normal- weight or sand-lightweight concrete over 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 IBC. The anchors are an alternative 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. 3.0 DESCRIPTION 3.1 General: The anchors are torque-controlled, mechanical expansion anchors comprised of an anchor body, expansion wedge (clip), washer and hex nut. Product names for the report holder and the additional listee are presented in Table A of this report. The anchor body is comprised of a high-strength carbon or stainless steel rod threaded at one end and having a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion clip which freely moves around the mandrel. The expansion clip movement is restrained by the mandrel taper and by a collar. On the stainless steel anchors, the mandrel taper has a knurling with the exception of the 1/4-inch-diameter (6.4 mm) anchors. 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 other end of the anchor is drawn into the expansion clip, forcing it outward into the sides of the predrilled hole in the base material. Installation instructions and related information are set forth in Section 4.3, Tables 1, 2 and 6, and Figures A, 1, 3, 5A, 5B, 5C and 5D. 3.2 Power-Stud+ SD2 Carbon Steel Anchors: The anchor body is manufactured from medium carbon steel and has minimum 0.0002-inch (5 pm) zinc plating in accordance with ASTM B633. The expansion clip is manufactured from AISI Type 316 stainless steel. The washer conforms to ASTM F844. The hex nuts conform to ASTM A563, Grade A. The Power-Stud+ SD2 anchor is illustrated in Figure 2. Installation instructions and related information are set forth in Section 4.3, Tables 1 and 2, and Figures A, 1, 3, 5A, 5B, 5C and 5D. ]CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed ow as an endorsement of she subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 18 rillfl')l')tv)fl 1QJQQ 0000f077 ESR-2502 I Most Widely Accepted and Trusted Page 2 of 18 4.1.2 Requirements for Static Steel Strength in Tension, N 0: The nominal steel strength of a single ni InOlOnOn iOQQ 3.3 Power-Stud+ SD4 and Power-Stud+ SD6 Stainless Steel Anchors: The Power-Stud+ SD4 anchor body is manufactured from Type 304 stainless steel and the Power-Stud+ SD6 is manufactured from Type 316 stainless steel. The expansion clips and hex nuts are manufactured from Type 316 stainless steel. Washers are manufactured from 300 series stainless steel for the Power-Stud+ SD4 and Type 316 stainless steel for the Power-Stud+ SD6. The Power-Stud+ SD4 and Power-Stud+ SD6 anchors are illustrated in Figure 2. Installation instructions and related information are set forth in Section 4.3, Table 6, and Figures A, I and 3. 3.4 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.5 Steel Deck Panels (for SD2 anchors only): Steel deck panels must comply with the configurations in Figure 5A and 5C of this report and have a minimum base- metal thickness of 0.035 inch (0.899 mm) [20 gage]. Steel deck must comply with the requirements of ASTM A653/A653M SS Grade 33, and have a minimum yield strength of 33 ksi (228 MPa) for Figures 5A and 5C. Steel deck panels must comply with the configurations in Figure SB of this report and have a minimum base-metal thickness of 0.035 inch (0.899 mm) [20 gage].Steel deck must comply with requirements of ASTM A653/A653M SS Grade SO, and have a minimum yield strength of 50 ksi (345 MPa) for Figure 5B. 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 R301.1.3 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. A design example in accordance with the 2015 and 2012 IBC is shown in Figure 6 of this report. Design parameters are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (AC1318-11) 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 D.3.3, as applicable. Strength reduction factors, q, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3, 4, 5, 7 and 8 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, q, as given in ACI 318-11 D.4.4, must be used for load combinations calculated in accordance with Appendix C of ACI 318-11. The value of f' must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7. anchor in tension, N 8, is given in Tables 3 and 7 of this report. The values of Nsa for single anchors given in Tables 3 and 7 must be used and not be derived by calculation. For installation in the soffit of steel deck, the steel strength in tension is not decisive and need not be calculated. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, NCb or NCb9: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Nb and Ncb9, 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 of a single anchor in tension, Nb, must be calculated according to ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hei and ks, as given in Tables 3 and 7 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 qJc,N = 1.0 and using the value of as given in Tables 3 and 7. The value of f must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. For anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5A, SB and 5C, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2orACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, N: The nominal pullout strength of a single anchor in tension in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Tables 3 and 7 of this report. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, tp,,p = 1.0 for all design cases. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be adjusted by calculation according to Eq-1: pn,= Np,cr(0) (lb, psi) (Eq-1) I fl Np,cr() (N,MPa) where f' is the specified concrete compressive strength and whereby the exponent n = 1/2 for all anchor diameters with the exception of the 3/8-inch-diameter (9.5 mm) Power Stud+ SD2 anchor size, where n = 1/3 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 must be adjusted by calculation according to Eq-2: = Np.uncr (00) (lb, psi) (Eq-2) NpnfI = Np,uncr (j) (N,MPa) 17 where f' is the specified concrete compressive strength and whereby the exponent n = 1/2 for all anchors. Where values for Np,cr or Np,uncr are not provided in Tables 3 or 7, the pullout strength in tension need not be evaluated. The nominal pullout strength in tension of the anchors installed in the soffit of sand-lightweight or normal-weight concrete filled steel deck floor and roof assemblies, as 000 077 ESR-2502 I Most Widely Accepted and Trusted Page 3 of 18 shown in Figures 5A, 513 and 5C, is provided in Table 5. 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 Npdeck,cr must be substituted for and the values of 3,000 psi or 20.7 MPa must substitute for 2,500 psi or 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 concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr and the values of 3,000 psi or 20.7 MPa must substitute for 2,500 psi or 17.2 MPa in the denominator. 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, Vsa of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as a applicable, is given in Tables 4 and 8 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. 0-29, as applicable. The shear strength Vsa,deck of anchors installed in the soffit of sand-lightweight or normal weight concrete filled steel deck floor and roof assemblies, as shown in Figures 5A, 5B and SC, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vb or Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, V1b or Vcbg, 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 of a single anchor in shear, Vb, 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 te and d0 given in Tables 4 and 8. The value of f must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 0.3.7, as applicable. For anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, SB and SC, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vs,, or Vcpg: The nominal concrete pryout strength of a single anchor or a group of anchors in shear, V, or V 9, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 0.6.3, as applicable, using the value of k p provided in Tables 4 and 8 and the value of NCb or NCb0 as calculated in accordance with Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, SB and 5C, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 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 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall 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 D.i, 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, 0.3.3.6 or 0.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 0.3.3.4 or 0.3.3.5, as applicable. Strength reduction factors, 0, are given in Tables 3, 4, 5, 7 and 8. The anchors, except for the 1/4-inch-diameter (6.4 mm) stainless steel anchors, may be installed in regions designed as IBC Seismic Design Category A through F. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 0.5.1 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 or Np,deck,cr, described in Tables 3, 5 and 7 of this report, must be used in lieu of N. The values of Np,eq or Np,deck cr can be adjusted for concrete strength as follows: I fl Neq f1 Neq (o) (lb, psi) (Eq-3) 2,50 In Neq i = Neq (2) (N,MPa) where f' is the specified concrete compressive strength and whereby the exponent n = 1/2 for all anchor diameters with the exception of the 3/8-inch-diameter (9.5 mm) Power- Stud+ SD2 anchor size where n = 1/3 In addition, for sand- lightweight or normal-weight concrete filled steel deck floor and roof assemblies, the value of 3,000 psi or 20.7 MPa must be substituted for the value of 2,500 psi or 17.2 MPa in the denominator. Where values of Np,eq are not provided in Tables 3 and 7 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 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 0.6.2 and 0.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. 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, Vsa,eq or Vsa,deck,eq, described in Tables 4, 5 and 8 of this report must be used in lieu of V. 4.1.9 Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed 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 < cac 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 the factor q'cp,N given by the following equation: IJCP,N (Eq-4) Cac whereby the factor iPcp,N need not be taken as less than l.5hef . For all other cases Lp,w= 1.0. In lieu of ACI 318-14 cac 17.7.6 or ACI 318-11 0.8.6, as applicable, values of Cac provided in Tables 1, 2 and 6 of this report must be used. (1IrV)I')CV)fl 1OQ' D)(f)77 ESR-2502 I Most Widely Accepted and Trusted Page 4 of 18 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 0.8.1 and 0.8.3, respectively, as applicable, values of cmin and Smin as given in Tables 1, 2 and 6 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, hmjn as given in Tables 1, 2 and 6 must be used. Additional combinations for minimum edge distance, cmjn, and spacing, Sm,,,, may be derived from linear interpolation between the given boundary values as described in Figure 4. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 5A, SB or 5C, as applicable, and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. For anchors installed in the top of concrete over steel deck assemblies, the anchors must be installed in accordance with Figure 5D. 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 —11 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-S and Eq-6 as follows: T,,II 0N,,N,, OW,,b,8ASD = - (Eq-5) a cIN = - (Eq-6) a where: TOI,owable,ASD = Allowable tension load (lbf or kN) VollowobleASo = Allowable shear load (lbf or kN) = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix 0 and 2009 IBC Section 1908.1.9, and Section 4.1 of this report as applicable (lbf or N). çbV,, = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix 0 and 2009 IBC Section 1908.1.9, and Section 4.1 of this report as applicable (lbf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a shall include all applicable factors to account for non-ductile failure modes and required over-strength. The requirements for member thickness, edge distance and spacing, as described in this report, must apply. An example of allowable stress design values for illustrative purposes is shown in Table 9 and Figure 6 of this report. 4.2.2 Interaction of Tensile and Shear Forces: The interaction shall be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11, -08, -05) D.7, as applicable, as follows: For shear loads V < 0.2Vallowab!e,ASD, the full allowable load in tension shall be permitted. For tension loads T 5 0.2Ta11OWabJeASD, the full allowable load in shear shall be permitted. For all other cases: ' + :51.2 (Eq-7) To,,owab,e Va,Iowable 4.3 Installation: Installation parameters are provided in Tables 1, 2 and 6, and Figures A, 1, 3, SA, SB, 5C and 50. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Power- Stud+ SD2 carbon steel anchors and Power-Stud+ SD4 and Power-Stud+ SD6 stainless steel anchors must be installed according to 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 B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor size. The minimum drilled hole depths are given in Tables 1, 2 and 6. 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 A and 3). 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 Tables 1, 2 and 6 are achieved. For installation of SD2 anchors in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance requirements for installations into the soffit of concrete on steel deck assemblies, see Figure 5A, 5B and SC. 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; or 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, hole dimensions, hole cleaning procedure, anchor spacing, edge distances, concrete member thickness, anchor embedment, tightening torque and adherence to themanufacturer's installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection". 5.0 CONDITIONS OF USE The 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: r1l(v)I')n')n I gZA00 I D.,...')Q1 ,f')77 ESR-2502 I Most Widely Accepted and Trusted Page 5 of 18 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of a conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 The 1/4-inch-diameter (6.4 mm) anchors must be installed in uncracked normal-weight or lightweight concrete; 3/8-inch- to 3/4-inch-diameter (9.5 mm to 19.1 mm) anchors must be installed in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and installed in the soffit or in the top of cracked and uncracked normal weight or sand-lightweight concrete over steel deck profiles having a minimum specified compressive strength, f', of 3,000 psi (20.7 MPa). 5.4 The values of f' used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.6 Strength Design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable Stress Design values must be established in accordance with Section 4.2 of this report. 5.8 Anchor spacing(s) and edge distance(s), as well as minimum member thickness, must comply with Tables 1, 2 and 6, and Figures 5A, SB, 5C and 5D. 5.9 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. 5.10 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. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f1 > fr), subject to the conditions of this report. 5.12 The 318-inch-diameter to 3/4-inch-diameter (9.5 mm to 19.1 mm) anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F under the IBC, subject to the conditions of this report. The 1/4-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. 5.13 Where not otherwise prohibited in the code, the anchors are permitted for use with fire-resistance- rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces 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. 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure or damp environments. 5.16 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative- treated and fire-retardant-treated wood. 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. 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 No. 18 and Test No. 19 (AC193, Annex 1, Table 4.2) for seismic tension and shear, respectively; and quality control documentation. 7.0 IDENTIFICATION 7.1 The anchors are identified by dimensional characteristics and packaging. A length letter code head marking is stamped on each anchor on the exposed threaded stud end which is visible after installation. Table 0 shows the length code identification system. For the Power-Stud+ SD2 anchors, a plus sign "+" and the number "2" are also visible after installation. For the Power-Stud+ 504 and Power-Stud+ SD6 anchors, a plus sign "+" is also marked with a number on all anchors with the exception of the 1/4-inch-diameter (6.4 mm) anchors. The number "4" designates the Power-Stud+ SD4 and the number "6" designates the Power-Stud+ SD6. Packages are identified with the anchor name, type and size, the company name as set forth in Table A, and the evaluation report number (ESR-2502). 7.2 The report holder's contact information is the following: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.dewalt.com engineering (äpowers.com 7.3 The Additional Listee's contact information is the following: POWERS FASTENERS 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.powers.com engineering (ãpowers.com ESR-2502 I Most Widely Accepted and Trusted Page 6 of 18 TABLE A—PRODUCT NAMES BY COMPANY AND DESIGN INDEX Tesion Design Data Shear Design Date Top of Top of Installation Company Name Product Name Specifications Concrete Concrete Steel Deck Concrete Concrete Steel Deck Over Steel Soffit Over Steel Soffit Deck Deck Power-S SD2 Table I andtud+ Table 3 Table 3 Table 5 Table 4 Table 4 Table 5 Table 2 DEWALT Power-Stud+ SD4 and Not Not Power-Stud+ SD6 Table 6 Table 7 Table 7 applicable Table 8 Table 8 applicable Power-S SD2 Table 1 andtud+ Table 3 Table 3 Table 5 Table 4 Table 4 Table 5 Powers Fasteners Table 2 Power-Stud+ SD4 and Not Not Power-Stud+ SD6 Table 6 Table 7 Table 7 applicable Table 8 Table 8 applicable TABLE B—POWER-STUD+ SD2, POWER-STUD+ SD4 AND POWER-STUD+ SD6 ANCHOR LENGTH CODE IDENTIFICATION SYSTEM I Length lD marking on IAIBICIDIEIFIGIHI II J I K I L I M I N I O PIQIR I threaded stud head I I I I I I I I I I I I I I I I I I Overall anchor rom I 11/2 I 2 I 21/2 I I 31/2 I I 41/2 5 I 6 I 61/2 I I 71/ I 8 I 81/2 9 I 91/ 10 I length, t'8,1, (inches) to but tnot 2 21/2 3 31/4 4/5 51/6 6 /2 7 71/8 81/2 9 9 /2 10 11 cluding I L.coiiar II Hex Nut .LLIJ, J ,CLu1__, Lwastier t Expansion . .. Wedge (Clip) - UNC Threaded Mandrel Stud -'anch eench d8 h0 i d 1 *t :E ilm dbd .4 d Wedge (C1Ip UNC Threaded —.Washer Mandre! Stud FIGURE 1--POWER-STUD+ SD2, POWER-STUDI' SD4 AND FIGURE 2—POWER-STUD+ SD2 (Top Picture), POWER-STUD+ SD6 ANCHOR DETAIL POWER-STUD+ SD4 AND POWER-.STUD+ SD6 Before (Left Picture) and After (Right Picture) Application of Installation Torque (Bottom Picture), ANCHOR ASSEMBLY 1.) Using the 2.) Remove dust and 3.) Position the 4) Tighten the . 3 LJ proper drill bit 1kSi size, drill a debris from washer on the anchor with a torque wrench I I the hole anchor and by applying the J)i hole into the I during thread on the I base material drilling (e.g. i nut. If installing required installation 1T1 IlL— to the I II I dust jiJ through a i—.!— s-U torque, required I extractor, fixture, drive the Note: the depth. The I hollow bit) 1. anchor through I threaded stud tolerances of or following the fixture into Will draw U the drill bit 1) used should ' fI drilling (e.g. A A r"i the hole. Be ,. ,i during 19 meet the Ii suction 1' I sure the anchor is driven to the tightening of the forced air) • I nut the requirements r to extract minimum of ANSI Standard A A loose '- .. required ' J expansion wedge (clip) particles embedment B212.15. created by depth, hnom. remains in drilling. original position. FIGURE 3— POWER-STUD+ SD2, POWER-STUD+ SD4 AND POWER-STUD+ S136 INSTALLATION INSTRUCTIONS 111 11101011011 1OQ') ESR-2502 I Most Widely Accepted and Trusted - Page 7 of 18 (0 C) I Etl C I CL U, I _ I C edge distance C FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND MINIMUM ANCHOR SPACING, 'This interpolation applies to the cases when two sets of minimum edge distances, c,,,,, and minimum spacing distances, s,,,1,,, are given in Tables 1 2, and 6 for a given anchor diameter under the same effective embedment depth, h01, and corresponding minimum member thickness, Tool ,cessories and Shroüds HEPA [lust Extractor SOS-Max DrUls c••.. SS1eHovi Dr Bd ' .. -- •-- sz-Mu thmad SOS-Plus Mix ExOar URIP sos-Ptstal .S,oftoowD,i51 Ced SOS-Pox 1teTeIaspe - OS 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 manufacturer's published installation instructions). FIGURE A—EXAMPLES OF DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION (xllr)')l')rv)rl 1OQ .-f')77 ESR-2502 I Most Widely Accepted and Trusted Page 8 of 18 TABLE 1—POWER-STUD'I- SD2 ANCHOR INSTALLATION SPECIFICATIONS NOMINAL ANCHOR SIZE (inch) ANCHOR PROPERTY AND NOTATION UNITS SETTING INFORMATION . 3/8 lj 2 5 , 18 3 /4 Outside diameter of anchor d9 in. 0.375 0.500 0.750 0.625 (mm) (9.5) (12.7) (15.9) (19.1) Minimum diameter of hole in. 7 /16 9 /16 11 /16 13 /16 clearance in fixture (mm) (11.1) (14.3) (17.5) (20.6) Nominal drill bit diameter dbu in. 3 /8 ANSI '/2 ANSI /8 ANSI 3/4 ANSI Minimum nominal embedment hm in. 2/ 21/2 33/4 37/s 47/9 41/2 53/4 depth' (mm) (60) (64) (83) (98) (124) (114) (146) Effective embedment hef in. 2.00 2.00 3.25 3.25 4.25 3.75 5.00 (mm) (51) (51) (83) (83) (108) (95) (127) Minimum concrete member in. 4 41/ 6 53/4 53/4 53/4 61/2 I 8 I 7 10 thickness (mm) (102) (114) (152) (146) (146) (146) (165) (203) (178) (254) Critical edge distance cac in. 61/2 8 10 8 15/4 I 10 12 12 .,Q1 1 (165) j2 3) 1 (254) (400) I (254) (305) 1 (305) Minimum edge distance Cmjn in. 21/2 4 2I 4 2/4 41 /4 41 /4 5 41/2 (mm) (64) (102) (70) (102) (70) (108) (108) (127) (114) Minimum spacing distance Smi,, in. (mm) 31/2 (89) 6 (152) 6 (152) 4 (102) 6 (152) 41/4 (108) 41/4 (108) 6 (152) 6 (152) Minimum hole depth in. 2 /8 2/4 4 41/ 51/ 5 61/4 (mm) (67) (70) (102) (108) (133) (127) (159) Minimum overall anchor tanch in. 3 33/4 4 /2 43/4 6 51/2 7 length (mm) (76) (95) (114) (121) (152) (159) (178) Installation torque T., ft.-lb. 20 40 60 110 (27) (54) (81) 1 (149) Torque wrench / socket size - in. 9 /16 3 /4 , 15A6 11/9 Nut height - In. 21/64 7/ 16 35 /94 41 /64 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 'The embedment depth, h,,,,,, is measured from the outside surface of the concrete member to the embedded end of the anchor prior to tightening. 2For installations through the soffit of steel deck into concrete see the installation details in Figures 5A, 513 and 50 of this report. In addition, anchors shall have an axial spacing along the flute soffit equal to the greater of 3h,,, or 1.5 times the flute width. 'The listed minimum overall anchor length is based on anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth and possible fixture attachment. 4The anchors may be installed in the topside of concrete-filled steel deck floor and roof assemblies in accordance with Section 4.3 of this report, provided the concrete thickness above the upper flute meets the minimum thicknesses as specified in Table 2 and Figure 50 of this report. TABLE 2—POWER-STUD+ SD2 ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D3'4'5 NOMINAL ANCHOR SIZE (inch) 318 1/ ANCHOR PROPERTY AND SETTING INFORMATION NOTATION UNITS Nominal drill bit diameter d9j in. 3/9 ANSI 1/ ANSI Minimum nominal hm. in. 2/9 21/2 embedment depth' (mm) (60) (64) Effective embedment h,,1 in. 2.00 2.00 (mm) (51) (51) Minimum concrete 2 hmindwk in. 21/2 21/2 member thickness (mm) (64) (64) Critical edge distance C,,,deck,(op in. (mm) 8 (203) 9 (229) Minimum edge distance Cfl,in,dwj,,tOp in. 4 (102) I I 2 /4 (70) 8 (mm) 4 (102) I I (203) Minimum spacing distance Smin,decj,,:op in. (mm) 31/ (89) I I 6 (152) 8 (203) I I 4 (102) Minimum hole depth h,, in. 21/2 (64) 21/2 (mm) (64) Installation torque Ti,,,,, ft-lb. (N-m) 20 (27) 40 (54) Torque wrench / socket size - in. 16 3/4 Nut height - In. 21/64 '/16 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 'The embedment depth, h,, is measured from the outside surface of the concrete member to the embedded end of the anchor prior to tightening. 2The anchors may be installed in the topside of concrete-filled steel deck floor and roof assemblies in accordance with Section 4.3 of this report provided the concrete thickness above the upper flute meets the minimum thicknesses specified in this table. Minimum concrete member thickness refers to the concrete thickness above the upper flute topping thickness). See Figure SD of this report. For all other anchor diameters and embedment depths, refer to Table 1 for applicable values of h,,,,,, c,,,,, and s,,,. 'Design capacities shall be based on calculations according to values in Tables 3 and 4 of this report. AII(Y)I')(v)rt 1csQ'3 ESR-2502 I Most Widely Accepted and Trusted Page 9 of 18 STRUCTURAl. SAND-LIGHTWEIGHT CONCRETE OR NORMAl. WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,000 PSI) 3/4 UPPER FLUTE CLR. MIN. / (VALLEY) MIN1f4 : MAX. 3" ' .,• •.• . .': ANCHOR (TYP) - (TIP) MIN. 1-1/4' LOWER FLUTE (RIDGE) —J NO. 20 GAGE STEEL DECK MIN, - FLUTE EDGE SD2 anchors may be placed in the upper flute 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 5A 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 satisfied. 2See Table 5 of this report for design data FIGURE 5A—POWER-STUD+ SD2 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' .2 LIGHTWEIGHT CONCRETE OR NORMAL-WEIGHT COtCRETE OVER STEEL DECX (MIMI4UM 3.0 UPPER FLUTE MAX 3' MIN 7 IN, 3.718.1 MIN 1 (TYP •- t-f.__ ) MIN. 12' (TYP) SD2 anchors may be placed in the upper flute or lower flute of the steel deck profiles in accordance with Figure 5B provided the minimum hole clearance is satisfied. Anchors in the lower flute of Figure 5B ?rohlles may be installed with a maximum 5/16 -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. 2See Table 5 of this report for design data. FLUTE EDGE NO. 20 GAGE STEEL DECK MIN. FIGURE 5B—POWER-STUD+ SD2 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)12 STRUCTURAL SAND-LIGHTWEIGHT CONCRETE OR NORMAL WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,000 PSI) —1, Or. Min. ..•..,.•t 4., Max._4 L 2 4j~- 4 L No. 20 Gage Steel Mm . Lower Flute Edge Deck M-' SD2 anchors may be placed in the lower flute of the steel deck profiles in accordance with Figure 5C provided the minimum hole clearance is satisfied. 2k" Mm. Anchors in the lower flute of Figure 5C profiles may be installed with a maximum 'I8-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. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5C provided the concrete thickness above the upper flute is minimum 31/4-inch and a minimum hole clearance of 3/4-inch is satisfied. See table 5 of this report for design data. FIGURE 5C—POWER-STUD+ SD2 INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' .2,3 UGT EIGHT CONCRETE OR NORMAtWEIGHT r UPPER FLUTE 'Anchors may be placed in the top side of concrete over steel / —ANCHOR(TYP) (i#ijY) deck profiles in accordance with Figure 5D provided the .. . . '. . minimum concrete thickness above the upper flute (topping MlN 37 / thickness) is as illustrated the and minimum spacing distance and minimum edge distances are satisfied as given in Table 2 V'J - lAIN. i-U of this report. ' MIN l.lI2'2•J 2 For anchors installed in the top of concrete over steel deck lAIN. ii I I FLUTE EDGE 1'3f4' (TYP) lAIN. r' çyp NO. 20 GAGE profiles with concrete thickness above the upper flute (topping thickness) than or equal to the minimum concrete greater '"h 2.112' STEEL DECK HN, member thicknesses specified in Table 1 the minimum (TYP) spacing distance and minimum edge distances may be used from those tables, as applicable. FIGURE 513—INSTALLATION DETAIL FOR ANCHORS IN THE TOP OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (SEE DIMENSIONAL PROFILE REQUIREMENTS)' .2 All l'rvrl 1OQ'2 ESR-2502 I Most Widely Accepted and Trusted Page 10 of 18 TABLE 3-TENSION DESIGN INFORMATION FOR POWER-STUD+ SD2 ANCHORS IN CONCRETE' 2,12 Design Characteristic Notation Units Nominal Anchor Size (inch) /8 1/2 5/8 3 /4 Anchor category 1, 2 or 3 - 1 1 1 1 STEEL STRENGTH IN TENSION (ACI 318-14 17.4.1 or ACI 318-11 D.5.1)4 Minimum specified yield strength (neck) c ksi (N/mm2) 96.0 (662) 85.0 (586) 85.0 (586) 70.0 (483) Minimum specified ultimate strength (neck) f, ksi (N/mm2) 120.0 (827) 106.0 (731) 106.0 (731) 90.0 (620) Effective tensile stress area (neck) A,N in2 (mm2) 0.0552 (35.6) 0.1007 (65.0) 0.1619 (104.5) 0.2359 (153.2) Steel strength in tension Nsa lbf 6,625 (29.5) 10,445 (46.5) 21,230 (kN) 13,080 (58.2) (94.4) Reduction factor for steel strength - 0.75 CONCRETE BREAKOUT STRENGTH IN TENSION (ACI 318-14 17.4.2 or ACI 318-11 D.5.2)9 Effective embedment h5f in. (mm) 2.00 (51) 2.00 I (51) I 3.25 (83) 3.25 (83) 4.25 I (108) 3.75 I (95) 5.00 I (127) Effectiveness factor for uncracked concrete k5,,5, - 24 24 24 24 Effectiveness factor for cracked concrete k, - 17 17 17 17 Modification factor for cracked and uncracked concrete 8PC,N - 1.0 See note 6 1.0 See note 6 1.0 See note 6 1.0 See note 6 Critical edge distance in. See Table 1 Reduction factor for concrete breakout strength in tension 0 - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION(ACI318-14 17.4.3 or ACI 318-11 D.5.3)9 Characteristic pullout strength, uncracked concrete (2,500 psi)7 N9 ,,5, lbf (kN) 2,775 (12.3) See note 8 I 6,615 I (29.4) See note 8 See note 8 See note 8 I See I note 8 Characteristic pullout strength, racked concrete (2,500 psi)7 N,5, lbf (kN) 2,165 (9.6) See note 8 I 4,375 I (19.5) See note 8 See note 8 See note 8 I 7,795 1(35.1) Reduction factor for pullout strength 0 - 0.65 (Condition B) PULLOUT STRENGTH IN TENSION FOR SEISMIC APPLICATIONS (ACI 318-1417.2.3.3 or ACI 318-11 D.3.3.3)9 Characteristic pullout strength, seismic (2,500 psi)7'10 Np,,,q 1 lbf (kN) 2,165 (9.6) I See note 8 I 4,375 I (19.5) I See note 8 I See I Note 8 See note 8 I 7,795 1(35.1) Reduction factor for pullout strength 0 - 0.65 (Condition B) Mean axial stiffness values service load range" lUncracked concrete '8 (k l N/mm) bflin. 865,000 (1517) I (1258) 717,000 I 569,000 I (998) 420,000 (747) I Cracked concrete fi lbffin. (kN/mm) 49,500 (87) I 57,000 I (100) I 6.4,500 ( (113) 72,000 (126) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 ksi = 6.895 N/mm2, 1 lbf = 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 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 21n5ta11ation must comply with published instructions and details. 3All values of 0 were determined from 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 C are used, then the appropriate value of qt must be determined in accordance with ACI 318-11 D.4.4. For reinforcement that meets ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0, as applicable, requirements for Condition A, see ACI 318-14 17.3.3 or ACI 318- 11 D.4.3, as applicable, for the appropriate 0 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. 4The Power-Stud+ SD2 is considered a ductile steel element in tension as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 5Tabulated values for steel strength in tension are based on test results per ACI 355.2 and must be used for design in lieu of calculation. 6For all design cases PC,N=l .0. The appropriate effectiveness factor for cracked concrete (k5,) or uncracked concrete (k5,,5,) must be used. 7For all design cases 11c,P=10 For the calculation of Na,,, see Section 4.1.4 of this report. 8Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment. 9Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 10Tabulated values for characteristic pullout strength in tension are for seismic applications are based on test results per ACI 355.2, Section 9.5. Actual stiffness of the mean value varies consdierbly depending on concrete strength, loading and geometry of application. 12 Anchors are permitted for use in concrete-filled steel deck floor and roof assemblies, see Section 4.1 and Figures 5A, 513, 5C and 5D of this report. A-1 1111010n0f) 1OQ'3 ESR-2502 I Most Widely Accepted and Trusted Page 11 of 18 TABLE 4-SHEAR DESIGN INFORMATION FOR POWER-STUD+ SD2 ANCHORS IN CONCRETE1'28 Design Characteristic Notation Units Nominal Anchor Diameter (inch) 3, 8 1, 12 5. 18 3 /4 Anchor category 1, 2 or 3 - 1 1 1 1 STEEL STRENGTH IN SHEAR (ACI 318-14 17.5.1 or ACI 318-11 D.6.1 Minimum specified yield strength (threads) c ksi (N/mm2) 76.8 (530) 68.0 (469) 68.0 (469) 56.0 (386) Minimum specified ultimate strength (threads) f, ksi (N/mm2) 100.0 (690) 88.0 (607) 88.0 (607) 80.0 (551) Effective tensile stress area (threads) A0.v in (mm2) 0.0775 (50.0) 0.1419 (657) 0.2260 (104.9) 0.3345 (215.8) Steel strength in shear5 lbf (kN) 3,115 (13.9) 4,815 1 (21.4) 10,170 (45.2) 12,610 (56.1) Reduction factor for steel strength 0 - 0.65 CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-14 17.5.2 or ACI 318-11 D.6.2)6 Load-bearing length of anchor (h0t 0r8d0, whichever is less) 1. in. (mm) 2.00 (51) 2.00 (51) I 3.25 I (83) 3.25 (83) I 4.25 I (108) 3.75 (95) I 5.00 (127) Nominal anchor diameter d9 in. (mm) 0.375 (9.5) 0.500 (12.7) 0.625 (15.9) 0.750 (19.1) Reduction factor for concrete breakout strength in shear3 0 - 0.70(Condition B) PRYOUT STRENGTH IN SHEAR(ACI 318-14 17.5.3 or ACI 318-11 D.6.3)8 Coefficient for pryout strength (1.0 for h01<2.5in., 2.0forhef~2.5in.) - 1.0 1.0 I I 2.0 I 2.0 2.0 I 2.0 2.0 Effective embedment he1 in. (mm) 2.00 (51) 2.00 (51) I 3.25 (83) 3.25 (83) I 4.25 I (108) 3.75 (95) _______ I 5.00 I (127) Reduction factor for pryout strength 0 - 0.70 (Condition B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS (ACI 318-14 17.2.3.3 or ACI 318-11 D.3.3.3) Steel strength in shear, seismic7 Vsaeq IbI (kN) 2,460 (11.0) I 4,815 I (21.4) I 6,770 I (30.1) I 8,060 I (35.9) Reduction factor for steel strength in shear, seismic 0 - 0.65 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 ksi = 6.895 N/mm2, 1 Ibf = 0.0044 W. '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 17.2.3 or ACI 318-11 0.3.3, as applicable, shall apply. 2lnstallation must comply with published instructions and details. 3All values of 0 were determined from the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicalbe. If the load combinations of ACI 318-11 Appendix C are used, then the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. For reinforcement that meets ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable, requirements for Condition A, see ACI 318-14 17.3.3 or ACI 318- 11 D.4.3, for the appropriate 0 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. 4The Power-Stud+ SD2 is considered a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. "Tabulated values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design. 8Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 7Tabulated values for steel strength in shear are for seismic applications are based on test results per ACI 355.2, Section 9.6. 8Anchors are permitted for use in concrete-filled steel deck floor and roof assemblies, see Section 4.1 and Figures 5A, 5B, SC and SD of this report. AIIA')I')A')fl ESR-2502 I Most Widely Accepted and Trusted Page 12 of 18 TABLE 5-TENSION AND SHEAR DESIGN DATA FOR POWER-STUD+ SD2 ANCHORS IN THE SOFFIT OF CONCRETE-FILLED STEEL DECK ASSEMBLIES' 2,7,8 Design Characteristic Notation Units Nominal Anchor Size (inch) /8 I, 2 5 /8 14 Anchor category 1 2 or 3 - 1 1 1 1 Effective embedment hef in. 2.00 2.00 3.25 3.25 4.25 3.75 ________ (51) (51) (83) (83) (108) (95) Minimum nominal embedment depth hp,rn in. 2 /8 21/2 33/4 3i8 4I8 41/2 (mm) (60) (64) (83) (98) (124) (114) Minimum hole depth h0 in. in. 2/5 2I4 4 41/4 51/4 5 1 (67) 1 (70) 1 (102) 1 (108) (133) (127) PULLOUT STRENGTH IN TENSION FOR ANCHORS IN SOFFIT OF SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK' According to Characteristic pullout strength, Np,deckuncr lbf 1,855 2,065 3,930 4,665 7,365 4,900 Figure 5A incracked concrete over steel deck (kN) (8.3). (9.2) (17.5) (20.8) (32.8) (21.8) 41/2-inch-wide Characteristic pullout strength, cracked Np,decjl.cr lbf 1,445 1,465 2,600 3,305 5,215 3,470 deck flute 2,3 oncrete over steel deck Qj (6.4) (6.5) (11.6) (14.7) (23.2) (15.4) According to Characteristic pullout strength, NP,k,U Ibf 2,235 2,785 5,600 4,480 7,265 Figure 5B uncracked concrete over steel deck (kN) (9.9) (12.4) (24.9) (19.9) (32.3) Not 37/8-inch-wide flute Applicable Characteristic pullout strength, cracked I bE 1,745 1,975 3,695 3,175 5,145 deck concrete over steel deck" (kN) (7.8) (8.8) (16.4) (14.1) (22.9) According to Characteristic pullout strength, Itif 1,600 2,025 Figure 5C uncracked concrete over steel deck .QJ_ (7.1) (9.0) Not Not Not Not 13/4-inch-wide Applicable Applicable Applicable Applicable Characteristic pullout strength, cracked IbE 1,250 1,435 deck flute 2.3 concrete over steel deck (kN) (5.6) (6.4) Reduction factor for pullout strength 0 - 0.65 (Condition B) STEEL STRENGTH IN SHEAR FOR ANCHORS IN SOFFIT OF SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK According to Steel strength in shear, Vdk lbf 2,170 3,815 5,040 4,015 6,670 4,325 Figure 5A concrete over steel deck5 (kN) (9.7) (17.0) (22.4) (17.9) (29.7) (19.2) 41/2-inch-wide Steel strength in shear, seismic, Vsa,deck.oq lbf 1,715 3,815 5,040 2,675 4,445 2,820 deck flute 5 concrete over steel deck (kN) (7.6) (17.0) (22.4) (11.9) (19.8) (12.5) According to Steel strength in shear, Vdk lbf 3,040 2,675 4,930 5,370 6,070 concrete over steel deck5 Figure 5B (kN) (13.5) (11.9) (21.9) (23.9) (27.0) Not 37/8-inch-wide Steel strength in shear, seismic, lbf 2,400 2,675 4,930 3,580 4,045 Applicable deck flute concrete over steel deck5 Vsa.deck,eq (kN) (10.6) (11.9) (21.9) (15.9) (18.0) According to Steel strength in shear, lbf 2,170 2,880 Figure 5C concrete over steel decks ' (1(N) (9.7) (12.8) Not Not Not Not 13/4-inch-wide Steel strength in shear, seismic, Vsa,deck,eq bE 1,715 2,880 Applicable Applicable Applicable Applicable deck flute concrete over steel decks (kN) (7.6) (12.8) Reduction factor for steel strength in shear, - 0.65 concrete over steel deck For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 ksi = 6.895 N/mm2, 1 lbf = 0.0044 kN. 'For all design cases Pp = 1.0. For the calculation of Npn, see Section 4.1.4 of this report. 2Values for NP,dk are for sand-lightweight concrete (f', rn/n = 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). 3Values for NP,dOCk,are applicable for seismic loading; see Section 4.1.8.2 of this report. 4Shear loads for anchors installed through steel deck into concrete may be applied in any direction. Values for and are for sand-lightweight concrete (ft, rn/n = 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 17.5.2 or ACI 318-11 D.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, is not required for anchors installed in the deck soffit (flute). 6All values of 0 were determined from 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 C are used, then the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 7lnstallations must comply with Sections 4.1.11 and 4.3 and Figures 5A, SB and 5C of this report. 8Anchors shall have an axial spacing along the flute soffit equal to the greater of 3hef or 1.5 times the flute width. flllrl')/')rv)rl ESR-2502 I Most Widely Accepted and Trusted Page 13 of 18 TABLE 6—POWER-STL.D+ SD4 AND POWER-STUD+ SD6 STAINLESS STEEL ANCHOR INSTALLATION SPECIFICATIONS NOMINAL ANCKOR SIZE3 (incn) ANCHOR PROPERTY AND : NOTATION UNITS SETTING INFORMATION 1 /4 3 /8 -; :- I '2 - $ /8 3 /4 Outside diameter of anchor : d4 in. 0.250 0.375 0.500 0.625 0.750 1 (64) (9.5) E (12.7) (15.9)- (19.1) - -'. Minimum diameter of hole cearariGe ri fixture . d6 In. 5 /16 (7.9) 7 /16 (11.1) 9 - /16 - (14.3) 11 /16 (17.5)! 13, 16 (20.6) Nominal drill bit diameter d,,,, in 1/4 ANSI /8 ANSI /2 ANSI I8 AN SI 3/4 ANSI Minimum nomina embedment deoJi h in. (mm) 1/4 (44) 1/4 (48) 21/2 (64) 31/. (83 41/2 (114) Effective embedment in. 1.50 1.50 :!!-2.00 2.75 3.75 (38) (38) 1:: (51)! (70) (95) Minimum concrete member thickness in. 31/ 31/ 4 4 5 1 6 (mm) (83) (83) (102) (102) (127:) (152) Critical edge distance . . : Cac in. 5 5 ..:71/ .. 91/. 9 (127) _127j ! I(191) _J4flj _229J_L Minimum edge distance Cmin (mm) in.1 1/4 (45) 3 (76) 31/ (89) .: (8) .3 6) 41/ (114) 8 /2 (216) (127) 9. (229) Minimum spacing distance Smjn in. (mm) 2 (51) 51/ (140) 3 (76) .!!3 (76) S (8) 81/2 (216) 5 (127) 9 (229) 5 (127) in. 1/4 2 !125I 31/ 4_/ Minimum hole depth (mm) (48) (51) (67): . (89 . (121) Minimum overall anchor Iencth t5 in. (mm) 21/4 (57) 2/4 (70) 1 33/ (95) 41/ (1141 51/ (140) Installation torque : T, ft-lb. 6 25 40 60 110 (8) (34) - --(54) i (81) (149) 15 Torque wrench socket size - in. 7 /16 9 /16 '14 . / .. /16 - Nut height - : - In. 7 /32 21 /64 : = 7 . - . 116 35 For SI: 1 inch = 2E..4 mm, 1 f-Ibf = 1.3.56 N-m. 'The embedment depth, h m, s measured from the outside s.rface of the concrete member to the embedded end of the anchor prior to tighening. 2The listed minimum overall ardhcr!ler.gth is based on anchor sizes commercially available at the time of publication compared with the requirements to achieve the minimum nominal embedment depth and possible fixture attachment. 3The anchors may be installed in the top of concrete-filed steel deck floor and roof assemblies in accordance with Section 4.3 of this report provided the concrete thickness above the uper flute meets the minimum thicknesses specified in this table. 11fl)I')fl') 1OQ'3 0-.)Afl,f077 ESR-2502 I Most Widely Accepted and Trusted Page 14 of 18 TABLE 7-TENSION DESIGN It.FORMATION FOR FOWER-STUD+ SD4 AND POWER-STUD+ SD6 STAINLESS STEEL ANCHORS IN CONCRETE" Nominal AchorSize (inch) Design Characteristic Notation Units 1 3 1 5 3 14 '8 - 1: '8 /4 Anchor category - 1, 2 or 3 - 1 1 1 1 1 STEEL STRENGTH IN TENSION (ACI18-14 17.4.1 or ACI 318-11 D.5.1) Minimum specified yield strength (neck) 'i ksi /mm) 600 (414) 60.0 (414) = 60.0 (414) 6-0.0 (414) 60.0 (414) -. Minimum specified ultimate strength (neck, ' ksi H/nm2) 90.0 (621) 90.0 (621) 90.3 (621) 90.0 (621) 90.0 621) Effective tensile stress area (neck) 0.0249 0.0530 0.1020 0.1630 0.238 (16.1) (34.2) (65.8) (105.2) (151) Steel strength in tension N lbf 2,240 4,780 9j60 1 14,635 21,380 (kN) (10.0) (21.3) - (40.3) (65.1) (95.1) Reduction factor for steel strength 2,3 I - 0.75 CONCRETE BREAKOUT STRENGTH IN TEN&61 (ACI 318-14 17.4.2 or ACI 318-11D3.2)' Effective embedment her in. 1.50 1.50 2.0 275 3.75 mm) (38) (38) - (51) (70) (95) Effectiveness factor for uncracked concrete kw cr 24 24 - 24 24 24 Effectiveness factor for cracked concrete k, Not applicable ' Modification factor for cracked and uncracked concrete PCN See note 5 See note 5 See note 5 See note 5 See note 5 Critical edge distance c See Table 6 Reduction factor for concrete breakout strength in tension' 0 - 0.65 (Ccncition B) PULLOUT STRE'GH IN TENSION (ACI1e.14 17.4.3 or ACI 18-11 D.5.3) Characteristic pullout strength, N IV 1,510 See note 7 See nctE 7 See note 7 8,520 uncracked concrete (2,500 psi)6 (kl'l) (6.7) (37.8) Characteristic pullout strength, N IV Nut 1,645 Se' e note See note 7 See note 7 racked concrete (2,500 psi)6 {kN) applicable (7.3) Reduction factor for pullout strength -: - 0.6E (Conti B) Characteristic pullout strength seismic (2.530 psi)6'9 ikN) Reduction PULLOUT STRENGT-I IN TENSIOI. FOR SEISMIC APPLICATIONS (ACI 318-14 17.2.3.3 or AC 31E-1 I 13.3.3.3)8 IV Np,.q applicable Not 1 1,645 See no -e 7 See note 7 See note 7 factor for pullout strength4 0 - 0.65 (Condition B) Uncracked concrete fn 171,400 490,000 459,000 234,000 395,000 Mean axial stiffness values for (RN/mm) (30,060) (86,000) (80,500 (41,000) (69,300) service load rang&° Cracked c.oicrete bfiiii No- 228,000 392,000 193,000 76,600 (kN/mm) applicable (40,000) 63,8001 (33,800) (13,400) For SI: 1 inch = 25.4 mm, 1 ft-lbf= 1.356.4-m, 1 ksi = 6.395 Nmm2, 1 Ibf= 0.0044 kN. 'The data in this table is intended to be used with the desigi p-ovisions of ACI 31&-14 Chapter 17 or ACI 318-11 Append x D, as applicable; for anchors resisting seismic load combinations the adcitional requireman:s of ACI 318-14 17.2.E or ACI 318-1 1 D.3.3, as applicable, sial apply. 2The tabulated value of 0 for steel strength applies when tie load combinations oISetion 1605.2 of the IBC, ACI 318-4 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used. If the bad combina:ioris Df ACI 318-11 Apper.dix C are used, the appropriate valLe of 0f0r steel strength must be determined in accordance with ACI 318-11 D.4.4. 3The anchors are ductile steel elements as iefined in ACI 318-14 2.3 or ACI 313-1 1 0.1, as applicable. 4The tabulated value of 0for concrete breakout strength and pullout strength applies when both the load combinations Df .3ectioi 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section .2, as applicable, are used and the recuirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, for Condition B are satisfied. If the load combinations of Section 1605.2 of tie IBC ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 0.4.3, for Condition A are satisied, the appropriate value of Øfor concrete breakout strength and pullout strength must be determined in accordance with ACI 318-14 17.3.3 or AC 319-11 0.4.3. If the load combinations )f ACF 318-11 Appendix C are used, the appropriate value of 0for concrete breakout streith and pullout strersg:h must be determined in accordance wi.h ACI 318-11 D.4.4. 5For all design cases cC,N=1.o. The appropriate effectiveness factor for cracked concrete (k) or uncracked concrete (kun,,r) mast be used. 6For all design cases 'PCP =1.0. For the cacjlation of Npr, see Section 4.1.4 of this report. 7PuIIout strength does not control design of indicated anct-crs. Do not calculate puol.t strength for indicated anchor size ard embedment. 8Anchors are permitted to be used in lightweight concrete n accordance with Sect.on 4.1.12 of this report. 9Tabulated values for characteristic pullout strength in tension are for seismic appIcations are based on test results per ACI 3.55.2, Section 9.5. 10ActuaI stiffness of the mean value varies cepending on concrete strength, loading and geometry of application. (iII')(V)( 1OQ3 ESR-2502 I Most Widely Accepted and Trusted Page 15 of 18 TABLE 8-SHEAR DESIGN INFORMATION FOR POWER-STUD+ SD4 AND 'C'WER-STUD+ SD STAINLESS STEEL ANCHORS IN CONCRETE" Design Characteristic Notation Units NomhaIAnct.orDiameter : /4 3:: l. 5 /8 3 /4 Anchor category 1,20r3 STEEL STRENGTH IN SHEAR (ACI 17.5.1 or ACI 318.11_D.61)4 _318.14 Minimum specified yield strength (threads) ksi (N/mm2) 60:0 (14) - - 600 (414): €o:c - (4t4) 60.0 (414) 60.0 (414) Minimum specified ultimate strength (threads) fwa ksi (N/mm2) SO.0 (621) 1 90:0 1(62I1) Wic (621) 90.0 (621) 90.0 (621) Effective shear stress area (threads) A.v[A] in 2 (mm 2) 0.0318 (20.5) 0.0780 E(50.3 0.142 (91.6)z 0.226 (145.8) 0.334 (212) Steel strength in shear8 VW lbf (kN) 1,115 - - 1 (50) 4731 (6.6) 3,170 (1 1) 7,455 (33.2) 11,955 (53.2) Reduction factor for steel strength23 0.6.5 CONCRETE BREAKOUT STRENGTH IN SHEAR (ACI 318-1417.5.2 or ACA 3'8l1 D62) - Load-bearing length of anchor (her or 8d0, whichever is less) in. (mm) 1.50±. (38) 1.5C (38) r 20 (51) 2.75 (70) 3.75 Nominal anchor diameter d8 in. (mm) 0.50 (6.4) 0.375 (9.51 0.00 :(12.7):] 0.625 (15.9) 0.750 (19.1) Reduction factor for concrete breakout strength in shear4 : - 0.70(Cordjticn B) PRYOUT STRENGTH IN SHEAR (ACI 17.5.3 or ACI 318-116 6.3'- _318-14 Coefficient for pryout strength k p 1.0 1.6 tO - 2.0 2.0 Effective embedment h in. (mm) 1.50 - (38) = .1.50 -(3B) 200 (51) 2.75 (70) 33/4 (95) Reduction factor for pryout strength5 0 010 (Cridtior B) STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS (ACI 318-14 17.2.3.3 orEACI 38.11 8 Steel strength in shear, seismic lbf (kN) Not : applicable: :,365 2,765 (123 - 5,240 (23.3) 7,745 (34.45) Reduction factor for steel strength in shear, seismic 0 - I :•-. C.€5 For SI: 1 inch = 25.4 mm, I ft-lbf = 1.356 N-m, 1 ksi = 6.895 N/mm2, 1 Ibf = 0.0044 kN. 'The data in this table is intended to be used with the design provisions of AC) 318-14 Chapter or AC) 318-11 Appendix D, as splicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, Es applicable, shall apply. 2The tabulated value of qt for steel strength applies when the load combinations of Section 1605.2 of the IBC, 4.Cl 318-14 Section 5.3 or AC) 318- 1iSection 9.2, as applicable, are used. If the load combinations of AC) 318-11 Appendix Care used, the appropriate vaue of çfor steel strength must be determined in accordance with AC) 318-11 0.4.4. 3The anchors are ductile steel elements as defined in AC) 318-14 2.3 or AC) 318-11 0.1, as applicable. 4me tabulated value of ofor concrete breakout strength applies when both the load combinations of Section 1805 2 o the BC AC 318-14 Section 5.3 or AC) 318-11 Section 9.2, as applicable, are used and the requirements of AC) 318-14 17.3.3 or AC) 318-111 CA 3, for ondi:ior S are satisfied. If the load combinations of Section 1605.2 of the IBC, AC) 318-14 Section 5.3 or ACI 318-11 Section 9.2, as app) cable, are used an: the requirements of ACI 318-14 14.3.3 or AC) 318-11 0.4.3, for Condition A are satisfied, the appropriate value of Øfor concrete break-ojt ttreng:h mus: be ieterrnined in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of AC) 318-11 Apoendix C are used, the appropriate value of Øor concrete breakout strength must be determined in accordance with AC) 318-11 D.4.4. 5The tabulated value of for pryout strength applies if the load combinations of Section 1605.2 of the IBC, AlI318-14 5.3 or AC) 2.8-11 Section 9.2 are used. If the load combinations of AC) 318-11 Appendix C are used, the appropriate value of ofor pryout stre igth must be dCterrnired in accordance with ACI 318-11 0.4.4, Condition B. 6Tabu)ated values for steel strength in shear must be used for design. 7Anchors are permitted to be used in lightweight concrete in accordance with Section 4.1.12 of this report. 8Tabulated values for steel strength in shear are for seismic applications are based on test results per ACI 355.2, Section 9.5. ri11A')l')f')r lcoQ'3 ESR-2502 I Most Widely Accepted and Trusted Page 16 of 18 TABLE 9-EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES' 2,3,4,5,6,7,8,9 Nominal Anchor Diameter Product Nominal Embedment Depth Effective Embedment Allowable Tension Load (in.) (in.) (in.) (pounds) 1/4 Power-Stud+ SD4 and 1/4 1.50 665 Power-Stud+_SD6 Power-Stud+ SD2 2 /8 2.00 1,220 3/8 Power-Stud+ SD4 and 1 1.50 970 Power-Stud+_SD6 Power-Stud+ SD2 21/2 2.00 1,490 1 /2 Power-Stud+ SD4 and 21/2 2.00 1,865 Power-Stud+ SD6 Power-Stud+ SD2 33/4 3.25 2,905 Power-Stud+ SD4 and 31/4 2.75 2,405 Power-Stud+_SD6 5/8 Power-Stud+ S02 3 /8 3.25 3,090 Power-Stud+ SD2 4 /8 4.25 4,615 Power-Stud+ SD4 and 41/2 3.75 3,740 Power-Stud+_SD6 3/4 Power-Stud+ SD2 41/2 3.75 3,825 Power-Stud+ SD2 53/4 5.00 5,890 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 'Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading considered). 30% dead load and 70% live load, controlling load combination 1.2D + 1.6L. 5Calculation of weighted average for a = 1.2(0.3) + 1.6(0.7) = 1.48. = 2,500 psi (normal weight concrete). 7CaI = C82 a C. 8h 2: hmi,,. 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. Given: Calculate the factored strength design resistance in tension, ON., and the allowable stress design value, Tallowable,ASD, for a 3/8-inch diameter Power-Stud+ SD2 anchor assuming the given conditions in Table 7. Calculation in accordance with ACI 318-14 Chapter 17, ACI 318-14 ACI 318-11 Report ACI 318-11 Appendix D and this report: Ref. Ref. Ref. Step 1. Calculate steel strength of a single anchor in tension: iJ2Nsa = (0.75)(6,625) = 4,969 lbs. 17.4.1.2 D.5.1.2 Table 3 Step 2. Calculate concrete breakout strength of a single anchor in tension: ANC tbNcb = 0 bed.NlPc.NlPcp.NNb NCO Nb = kc%af7c(her)' 17.4.2.1 D.5.2.1 Table 3 Nb = = 3,394 lbs. ONcb = (0.65) (1.0)(1.0)(1.0)(3,394) = 2,206 lbs. Step 3. Calculate pullout strength of a single anchor: = = NP,UnCiPC,P () 17.4.2.2 0.5.2.2 Table 3 çbN 8 = (0.65)(2,775)(1.0)(1.0)0-'= 1804 lbs. Step 4. Determine controlling factored resistance strength in tension: ON. = minINS8,4NCb,ØNPflI = = 1,804 lbs. 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%) = 1.48 Step 6. Calculate allowable stress design value: ON. 1,804 Tallowable,.lsD = - = ---- = 1,220 lbs. - - §4.2 1.48 a FIGURE 6-EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION FOR ILLUSTRATIVE PURPOSES n4 in, 4QQ'3 D A'3,F)77 ICC-ES Evaluation Report ESR-2502 LABC and LARC Supplement Reissued May 2019 This report is subject to renewal May 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: DEWALT EVALUATION SUBJECT: POWER-STUD ®+ 5D2 CARBON STEEL ANCHORS, POWER-STUD 0+ SD4 STAINLESS STEEL ANCHORS AND POWER-STUD®+ SD6 STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that PowerStud®+ SD2 carbon steel anchors, Power Stud®+ SD4 stainless steel anchors and PowerStud®+ SD6 stainless steel anchors in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-2502, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The PowerStud®+ SD2 carbon steel anchors, Power-Stud ®+ SD4 stainless steel anchors and PowerStud®+ SD6 stainless steel anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2502, comply with LABC Chapter 19, and LARC, and are subjected to the conditions of use described in this report. 3.0 CONDITIONS OF USE The PowerStud®+ SD2 carbon steel anchors, Power.Stud®+ SD4 stainless steel anchors and PowerStud®+ SD6 stainless steel anchors described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR-2502. The design, installation, conditions of use and labeling of the anchors are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-2502. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, reissued May 2019. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they 10 be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as Is to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 17 of 18 ()I I czczaa 1 D.',,-.. ")AA -f77 ICC-ES Evaluation Report ESR-2502 FBC Supplement Reissued May 2019 This report is subject to renewal May 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Coundll 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 EVALUATION SUBJECT: POWER-STUD ®+ SD2 CARBON STEEL ANCHORS, POWER-STUD®+ SD4 STAINLESS STEEL ANCHORS AND POWER-STUD®+ SD6 STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Power-Stud® SD2 Anchors, Power-Stud+ SD4 Stainless Steel Anchors and Power-Stud+ SD6 Stainless Steel Anchors in Cracked and Uncracked Concrete, recognized in ICC-ES master evaluation report ESR-2502, have also been evaluated for compliance with the codes noted below: Compliance with the following codes: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 PURPOSE OF THIS SUPPLEMENT The Power-Stud® SD2 Carbon Steel Anchors, Power-Stud+ SD4 Stainless Steel Anchors and Power-Stud® SD6 Stainless Steel Anchors in Cracked and Uncracked Concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2502, comply with the 2014 and 2010 Florida Building Code—Building and the 2014 and 2010 Florida Building Code— Residential, provided the design and installation are in accordance with the 2012 International Building Code® (IBC) provisions noted in the master evaluation report and the following conditions apply: Design wind loads must be based on Section 1609 of the 2014 and 2010 Florida Building Code—Building or Section R301.2. 1 .1 of the 2014 and 2010 Florida Building Code—Residential, as applicable. Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 and 2010 Florida Building Code—Building, as applicable. Use of the Power-Stud+ SD2 Anchors in cracked and uncracked concrete for compliance with the High-Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code—Building and the 2014 and 2010 Florida Building Code— Residential, has not been evaluated, and is outside the scope of this supplemental report. Use of the Power-Stud® 5D4 Stainless Steel Anchors and Power-Stud® SD6 Stainless Steel Anchors in cracked and uncracked concrete has also been found to be in compliance with the High-Velocity Hurricane Zone (HVHZ) provisions of the 2014 and 2010 Florida Building Code—Building and the 2014 and 2010 Florida Building Code—Residential, provided that the design wind loads for use of the anchors in the HVHZ are based on Section 1620 of the Florida Building Code—Building. 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 May 2019. ]CC-ES Evaluation 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 the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. copynqht © 2019 icc Evaluation Service, LLC. All rights reserved. Page 18 of 18 (HIr")I')r')n 1tOQ, ICC-ES Evaluation Report ESR-3298 Reissued July 2019 This report is subject to renewal July 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 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 ADDITIONAL LISTEE: POWERS FASTENERS EVALUATION SUBJECT: PUREIIO+® EPDXY ADHESIVE ANCHOR SYSTEM AND POST-INSTALLED REINFORCING BAR CONNECTION SYSTEM IN CRACKED AND UNCRACKED CONCRETE (DEWALT I POWERS) 1.0 EVALUATION SCOPE Compliance with the following codes: 2018, 2015, 2012, and 2009 International Building Code® (IBC) 2018, 2015, 2012, and 2009 International Residential Code® (I RC) • 2013 Abu Dhabi International Building Code (ADIBC)t flhe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-3298 LABC and LARC Supplement. For evaluation for compliance with the National Building Code of Canada® (NBCC), see listing report ELC-3298. Property evaluated: Structural 2.0 USES The Pure110+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connection System are used as anchorage in cracked and uncracked normal-weight concrete or lightweight concrete with a specified compressive strength, f, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1] to resist static, wind or earthquake (IBC Seismic Design Categories A through F) tension and shear loads. A Subsidiary of the International Code Council® The anchor system complies with anchors as described in Section 1901.3 of the 2018 and 2015 IBC, Section 1909 of the 2012 IBC and is an alternative to cast-in-place and post-installed anchors described in Section 1908 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. The post-installed reinforcing bar connection system is an alternative to cast-in-place reinforcing bars governed by ACI 318 and IBC Chapter 19. 3.0 DESCRIPTION 3.1 General: The Pure110+ Epoxy Adhesive System is comprised of a two-component epoxy adhesive filled in cartridges, static mixing nozzles, dispensing tools, hole cleaning equipment and adhesive injection accessories. The PurellO+ epoxy adhesive system may be used with continuously threaded steel rods or deformed steel reinforcing bars to form the Purell0+ Epoxy Adhesive Anchor System (see Table 1A and Figure 1 of this report) or with deformed steel reinforcing bars to form the Pure110+ Epoxy Adhesive Post-Installed Reinforcing Bar Connection System (see Table 1B, Figure 1 and Figure 3 of this report). Product names for the report holder and the additional listee are presented in the following table. COMPANY NAME PRODUCT NAME DEWALT Purello+® (Purel 10-PRO outside North America) Powers Fasteners Purell0+® (Pure llO-PRO outside North America) The adhesive and steel anchor elements (continuously threaded steel rods or deformed steel reinforcing bars) are installed in pre-drilled holes into concrete. The primary components of the Pure110+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connection System, including the epoxy adhesive cartridge, static mixing nozzle, the nozzle extension tube, dispensing tool and typical steel anchor elements, are shown in Figure 2 of this report. Manufacturer's printed installation instructions (MPh) and parameters, included with each adhesive unit package, are shown in Figure 4. 3.2 Materials: 3.2.1 Pure110+ Epoxy Adhesive: Pure110+ epoxy adhesive is an injectable two-component epoxy. The two components are separated by means of a labelled dual-cylinder cartridge. The two components combine and react when dispensed through a static mixing nozzle, ]CC-ES Evaluation 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 the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as In Ii . to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2019 icc Evaluation Service, LLC. All rights reserved. Page 1 of 26 111IIV010I10C 1QQ' supplied by DEWALT, which is attached to the cartridge. The Pure110+ epoxy adhesive is available in 9-ounce (265 mL), 13-ounce (385 mL), 19.5-ounce (585 mL), 20.5-ounce (610 mL) and 50.5-ounce (1500 mL) cartridges. Each cartridge label is marked with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened cartridge when stored in accordance with the manufacturer's printed installation instructions (MPII) as illustrated in Figure 4 of this report. 3.2.2 Hole Cleaning Equipment: Standard hole cleaning equipment and dust extraction system equipment (i.e. suction, vacuum) are available from the report holder. 3.2.2.1 Standard Hole Cleaning: Standard hole cleaning equipment used after drilling is comprised of steel wire brushes supplied by DEWALT and a compressed air nozzle (applicable for both post-installed adhesive anchor system and post-installed reinforcing bar connection system). Standard hole cleaning equipment is shown in Figure 4. 3.2.2.2 DustX+Tm Extraction System: The DustX+TM extraction system automatically cleans the holes during drilling using hollow drill bits with a carbide head meeting the requirements of ANSI B212.15 and a DEWALT DWV012 / DWV902M vacuum equipped with an automatic filter cleaning system or equivalent approved by DEWALT (applicable for post-installed adhesive anchors and post-installed reinforcing bar connections). After drilling with the DustX+110 system, no further hole cleaning is required. See Figure A for illustration of the DustX+Tm extraction system. 3.2.3 Dispensers Pure110+ epoxy adhesive must be dispensed with manual dispensers, pneumatic dispensers, or electric powered dispensers supplied by DEWALT. 3.2.4 Steel Anchor Elements: 3.2.4.1 Threaded Steel Rods: Threaded steel rods must be clean and continuously threaded (all-thread) in diameters as described in Tables 4 and 8 of this report. The embedded portions of threaded rods must be clean, straight, and free of mill scale, rust and other coatings (other than zinc) that may impair the bond with the adhesive. Threaded rods, matching nuts and washers must comply with the requirements including specifications, grades, and mechanical properties prescribed in Table 2 of this report. Carbon steel threaded rods may be furnished with a 0.0002-inch-thick (0.005 mm) zinc electroplated coating complying with ASTM 13633, SC1; or a minimum 0.0021-inch-thick (0.053 mm) mechanically deposited zinc coating complying with ASTM 13695, Class 55; or a hot dip galvanized zinc coating complying with ASTM A153, Class C or D. Steel grades and material types (carbon, stainless) of the washers and nuts must be matched to the threaded rods. Threaded steel rods must be straight and free of indentations or other defects along their length. The embedded end may be either flat cut or cut on the bias to a chisel point. 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars must be deformed reinforcing bars (rebars) as described in Table 3 of this report. Tables 1A, 5, 6, 7, 9, 10 and 11 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be clean, straight, and free of mill scale, rust and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI 318-14 26.6.3.1 (b) or ACI 318-11 7.3.2, as applicable, with the additional condition that the bars must be bent cold, and heating of the reinforcing bars to facilitate field bending is not permitted. 3.2.4.3 Ductility: In accordance with ACI 318-14 Section 2.3 or ACI 318-11 Appendix D.1, as applicable, in order for a steel anchor element to be considered ductile, the tested elongation must be at least 14 percent and the reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2 and 3 of this report. Where values are nonconforming or unstated, the steel element must be considered brittle. 3.2.5 Steel Reinforcing Bars for Use in Post-Installed Reinforcing Bar Connection System: Steel reinforcing bars used in post-installed reinforcing bar connections must be deformed bars (rebar) as depicted in Figure 3. Tables 1B and 13 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI 318-14 26.6.3.1(b) or ACI 318-11 7.3.2, as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted. 3.3 Concrete: Normalweight concrete and lightweight concrete must comply with Sections 1903 and 1905 of the IBC, as applicable. The specified compressive strength of the concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design of Pure110+ Epoxy Adhesive Post-installed Adhesive Anchor System: 4.1.1 General: The design strength of anchor system under the 2018 and 2015 IBC, as well as the 2018 and 2015 IRC must be determined in accordance with ACI 318- 14 and this report. The design strength of anchor system under the 2012 and 2009 IBC, as well the 2012 and 2009 IRC, must be determined in accordance with ACI 318-11 and this report. The strength design of anchor system 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. Design parameters are provided in Table 4 through Table 11. Strength reduction factors, q, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, ACI 318-14 5.3, or ACI 318-11 9.2, as applicable. Strength reduction factors, 0, as described in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. 4.1.2 Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N 8, in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, and the associated strength reduction factors, q, in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are provided in Tables 4, 5, 8 and 9 of this report for the corresponding steel anchor element. See Table 1A for index of design tables. 4.1.3 Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a single anchor or group of anchors in tension, NCb or Ncbg, must be calculated in accordance with ACI 318-14 17.4.2 or (II(V)l')tVWi 1OQQ D-,,.)A7,f')77 ACI 318-11 D.5.2, as applicable, with the following addition: The basic concrete breakout strength of a single anchor in tension, Nb, 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 selected values of kc,cr and as provided in the tables of this report. Where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 0.5.2.6, as applicable, Nb must be calculated using kcuncr and Y1C,N = 1.0. See Table 1A. For anchors in lightweight concrete see ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable. The value of fc used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 0.3.7, as applicable. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.4 of this report. 4.1.4 Static Bond Strength in Tension: The nominal static bond strength of a single adhesive anchor or group of adhesive anchors in tension, N9 or N99, must be calculated in accordance with ACI 318-14 17.4.5 or ACI 318-11 0.5.5, as applicable. Bond strength values Tkuncr) are a function of the concrete service temperature, concrete state (cracked, uncracked), concrete type (normal weight, lightweight), drilling method (hammer-drill, i.e. rotary impact drill or rock drill with a carbide bit), concrete compressive strength (f's) and installation conditions (dry concrete, water-saturated concrete, water-filled holes, underwater). Special inspection level is qualified as periodic for all anchors except as noted in Section 4.4 of this report. The selection of continuous special inspection level, with an onsite proof loading program, is not necessary and does not provide a benefit of a lower anchor category or an increase in the associated strength reduction factors for design. The followina table summarizes the reauirements. W Z I 0 W w~I co I— Lii In c PERMISSIBLE ASSOCIATED 0. )- 0 _J I _II— Z Z Ow W Z 0ui INSTALLATION STRENGTH REDUCTION U) o 2 Iii 0 CONDITIONS FACTOR U oo0, U Dry concrete Od Water-saturated 5WS concrete . ca . CD -c E Tk,cr f 'C Water-filled hole 0.4 E 2 E CD (flooded) Underwater Z (submerged) ØUW Dry concrete Od - 9) Water-saturated e !. concrete ØWS Water-filled hole Owf -c E Q) E Tkunct f 'c E (flooded) ) o. Z ° Underwater — — — — (submerged) 0UW Figure 1 of this report presents a flowchart for the establishment of the bond strength. The bond strength values in this report, correspond to concrete compressive strength f equal to 2,500 psi (17.2 MPa). For concrete compressive strength, P, between 2,500 psi and 8,000 psi (17.2 MPa and 55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f's I 2,500)023 [For SI: (P I 17.2)023]. Where applicable, the modified bond strength values must be used in lieu of ck,, and rk,uncr in ACI 318-14 Equations (17.4.5.1 d) and (17.4.5.2) or ACI 318-11 Equations (0-21) and (D-22), as applicable. The resulting nominal bond strength must be multiplied by the associated strength reduction factor Figure 1 of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in Tables 7 and 11 of this report (see Table 1A for an index of design tables). Adjustments to the bond strength may also be taken for increased concrete compressive strength as noted in the footnotes to the corresponding tables. 4.1.5 Static Steel Strength in Shear: The nominal static steel strength of a single anchor in shear as governed by the steel, Vsa, in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, and strength reduction factors, 0, in accordance with ACI 318-14 17.2.3 or ACI 318-11 0.4.3, as applicable, are given in Tables 4, 5, 8 and 9 of this report for the anchor element types included in this report. 4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, VCb or Vb9, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, based on information given in Table 6 and 10 of this report. The basic concrete breakout strength in shear of a single anchor in cracked concrete, Vb, 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 value of d given in Tables 4, 5, 8 and 9 of this report in lieu of d9. In addition, h91 must be substituted for -ee. In no case shall €e exceed 8d. For anchors in lightweight concrete see ACI 318-14 17.2.6 or ACI 318-11 0.3.6, as applicable. The value of fc must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 0.3.7, as applicable. 4.1.7 Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, V p or V pg, shall be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable. 4.1.8 Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318-14 17.6 or ACI 318-11 0.7, as applicable. 4.1.9 Minimum Member Thickness hmin, Anchor Spacing Smin, Edge Distance Cmjn In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of Smin and Cmjn described in this report must be observed for anchor design and installation. The minimum member thicknesses, hmin, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI 318-14 17.7.4 or ACI 318-11 0.8.4, as applicable, applies. For anchors that will be torqued during installation, the maximum torque, Tmox, must be reduced for edge distances of less than five anchor diameters (Sd). Tmax is subject to the edge distance, Cm,,,, and anchor spacing, Smjn, and must comply with the followinq requirements: MAXIMUM TORQUE SUBJECT TO EDGE DISTANCE NOMINAL MIN. EDGE MIN. ANCHOR MAXIMUM ANCHOR SIZE, DISTANCE, SPACING, TORQUE, d Cmjn Smjn All sizes 5d 5d 3, in. to 1 in. 1.75 in. (9.5 mm to 25.4 mm) (45 mm) 5d 0.45 11/4 in. 2.75 in. (31.8 mm) (70 mm) 10mmt027mm 45 mm (0.39 in. to 1.06 in.) (1.75 in.) 5d 0.45- T,,.0 28mmt032mm 70 mm (1.1 in. to 1.26 in.) 1 (2.75 in.) f1Th')1')Ci')1 1OQ'2 For values of Tmox, see Table 12 and Figure 4. 4.1.10 Critical Edge Distance Cac and cucp,Na: The modification factor (pcp,Na, must be determined in accordance with ACI 318-14 17.4.5.5 or ACI 318-11 0.5.5.5, as applicable, except as noted below: For all cases where CNo/Cac < 1.0, i/i cp,Na determined from ACI 318-14 Eq. 17.4.5.5b or ACI 318-11 Eq. D-27, as applicable, need not be taken less than CNa/C8C. For all other cases, PcpNa shall be taken as 1.0. The critical edge distance, Cac must be calculated according to Eq. 17.4.5.5c for ACI 318-14 or Eq. D-27a for ACI 318-11, in lieu of ACI 318-14 17.7.6 or ACI 318-11 0.8.6, as applicable. cacher ()° [3.1 - 0. 7f-] (Eq. 17.4.5.5c for ACI 318-14 or Eq. D-27a for ACI 318-11) where [-] need not be taken as larger than 2.4; and where Tk,uncr = the characteristic bond strength stated in the tables of this report whereby Tk,uncr need not be taken as larger than: kuncr,J Tkuncr - q. - 4.1.11 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category (SOC) C, 0, E or F under the IBC or lRC, anchor system must be designed in accordance with ACI 318-14 17.2.3 or ACI 318-11 0.3.3, as applicable, except as described below. The nominal steel shear strength, V, must be adjusted by av,se,s as given in Tables 4 and 5 for the corresponding anchor steel. The nominal bond strength Tkcr need not be adjusted by Clv,seis since UNseiS = 1.0. As an exception to ACI 318-11 0.3.3.4.2: Anchor system designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy ACI 318-11 D.3.3.4.3(d). Under ACI 318-11 0.3.3.4.3(d), in lieu of requiring the anchor design tensile strength to satisfy the tensile strength requirements of ACI 318-11 D.4.1.1, the anchor design tensile strength shall be calculated from ACI 318-11 D.3.3.4.4. The following exceptions apply to ACI 318-11 D.3.3.5.2: 1. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or non-bearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI 318-11 0.6.2 and 0.6.3 need not be computed and ACI 318-11 0.3.3.5.3 need not apply provided all of the following are satisfied: 1.1. The allowable in-plane shear strength of the anchor is determined in accordance with AF&PA NDS Table 11 for lateral design values parallel to grain. 1.2. The maximum anchor nominal diameter is /8 inch (16 mm). 1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm). 1.4. Anchor bolts are located a minimum of 1/4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate. 1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate. 1.6. The sill plate is 2-inch or 3-inch nominal thickness. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or non-bearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI 318-11 0.6.2 and 0.6.3 need not be computed and ACI 318-11 0.3.3.5.3 need not apply provided all of the following are satisfied: 2.1. The maximum nominal anchor diameter is /8 inch (16 mm). 2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm). 2.3. Anchors are located a minimum of 1 /4 inches (45 mm) from the edge of the concrete parallel to the length of the track. 2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track. 2.5. The track is 33 to 68 mil designation thickness. Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E3.3.1. In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy ACI 318-11 D.3.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with ACI 318-11 D.6.2.1 (c). 4.2 Strength Design of Pure110+ Epoxy Adhesive Post-Installed Reinforcing Bar Connections: 4.2.1 General: The design of straight post-installed deformed reinforcing bars must be determined in accordance with ACI 318 rules for cast-in place reinforcing bar development and splices and this report. Examples of typical applications for the use of post-installed reinforcing bars are illustrated in Figure 3 of this report. 4.2.2 Determination of bar development length Id: Values of 'd must be determined in accordance with the ACI 318 development and splice length requirements for straight cast-in plaãe reinforcing bars. Exceptions: For uncoated and zinc-coated (galvanized) post- installed reinforcing bars, the factor We shall be taken as 1.0. For all other cases, the requirements in AC! 318-14 25.4.2.4 or ACI 318-11 12.2.4 (b) shall apply. When using alternate methods to calculate the development length (e.g., anchor theory), the applicable factors for post-installed anchors generally apply. 4.2.3 Minimum Member Thickness, hm,n, Minimum Concrete Cover, Cc.mjn, Minimum Concrete Edge Distance, Cb,mjn, Minimum Spacing, sb.m,n,: For post-installed reinforcing bars, there is no limit on the minimum member thickness. In general, all requirements on concrete cover and spacing applicable to straight riirvvrn cast-in bars designed in accordance with ACI 318 shall be maintained. For post-installed reinforcing bars installed at embedment depths, het, larger than 20db (hot> 20db), the minimum concrete cover shall be as follows: REBAR SIZE MINIMUM CONCRETE COVER, Ccmjn db :5 No. 6(16 mm) 1 / in. (29 mm) No. 6< db <No.11 (16 mm <db :s 36 mm) 19/ in. (40 mm) The following requirements apply for minimum concrete edge and spacing for het> 20 db: Required minimum edge distance for post-installed reinforcing bars (measured from the center of the bar): Cb,min = do/2 + Cc,min Required minimum center-to-center spacing between post-installed bars: Sbmjn = do + Cc,min Required minimum center-to-center spacing from existing (parallel) reinforcing: Sb,mjn = db/2 (existing reinforcing) + d0/2 + Cc,min All other requirements applicable to straight cast-in place bars designed in accordance with ACI 318 shall be maintained. 4.2.4 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to SDC C, D, E or F under the IBC or IRC, design of straight post-installed reinforcing bars must take into account the provisions of ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21, as applicable. 4.3 Allowable Stress Design (ASD): 4.3.1 General: For anchor system designed using load combinations in accordance with IBC Section 1605.3 (Allowable Stress Design), allowable loads must be established using Eq. (4-2) and Eq. (4-3): T&,OWOb,O,ASD = bN0 /a Eq. (4-2) and V&IOWObIO,ASD =ØV /a Eq. (4-3) where Ta,,oWab,eAsD = Allowable tension load (lbf or kN). Va,,oWable,ASD = Allowable shear load (lbf or kN). ØNn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 or ACI 318 (-11, -08) Appendix D, as applicable, and 2018 and 2015 IBC Section 1905.1.8, 2012 IBC Errata Section 1905.1.9, or 2009 IBC Section 1908.1.9, as applicable, and Section 4.1 of this report, as applicable (lbf or kN). ov,= Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 or ACI 318 (-11, -08) Appendix D, as applicable, and 2018 and 2015 IBC Section 1905.1.8, 2012 IBC Errata Section 1905.1.9, or 2009 IBC Section 1908.1.9, as applicable, and Section 4.1 of this report, as applicable (lbf or kN). a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In AhICV)I')lV)t addition, a must include all applicable factors to account for non-ductile failure modes and required over-strength. The requirements described in this report for member thickness, edge distance and spacing, must apply. 4.3.2 Interaction of Tensile and Shear Forces: Interaction must be calculated in accordance with ACI 318- 14 17.6 or ACI 318 (-11, -08) D.7, as applicable, as follows: For shear loads V :5 0.2 Va,,QWab,9,AsD, the full allowable load in tension shall be permitted. For tension loads T 5 0.2 T,,OW0b,O,AsD, the full allowable load in shear shall be permitted. For all other cases: T + V 51.2 Eq. (4-4) Te!IOwab!eASD Vaiiowa ble ASD 4.4 Installation: Installation parameters are illustrated in Table 12 of this report for post-installed adhesive anchor system and Table 14 for post-installed reinforcing bar connection system. Installation must be in accordance with ACI 318-14 17.8.1 and 17.8.2 or ACI 318-11 D.9.1 and D.9.2, as applicable. Anchor and post-installed reinforcing bar locations must comply with this report and the plans and specifications approved by the code official. Installation of the Pure110+ Epoxy Adhesive Anchor System and Post-installed Reinforcing Bar Connection System must be in accordance with the Manufacturer's printed installation instructions (MPlI) included in each unit package as reproduced in Figure 4 of this report. The adhesive anchor system may be used for upwardly inclined orientation applications (e.g. overhead). Upwardly inclined and horizontal orientation applications are to be installed using piston plugs for the 5/8-inch through 11/4-inch (M16 through M30) diameter threaded steel rods and No. 5 through No. 10 (14 mm through 32 mm) steel reinforcing bars, installed in the specified hole diameter, and attached to the mixing nozzle and extension tube supplied by DEWALT as described in Figure 4 in this report. Upwardly inclined and horizontal orientation installation for the 3/8-inch and 1/2-inch (M10 and M12) diameter threaded steel rods, and No. 3 and No. 4 (10 mm and 12 mm) steel reinforcing bars may be injected directly to the end of the hole using extension tubing attached to the mixing nozzle with a hole depth ho :5 10" (250 mm). Installation of anchors in horizontal or upwardly inclined (overhead) orientations shall be fully restrained from movement throughout the specified curing period through the use of temporary wedges, external supports, or other methods. Where temporary restraint devices are used, their use shall not result in impairment of the anchor shear resistance. 4.5 Special Inspection: Periodic special inspection must be performed where required in accordance with Section 1705.1.1 and Table 1705.3 of the 2018, 2015 and 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC and this report. The special inspector must be on the jobsite initially during adhesive anchor or post-installed reinforcing bar connection installation to verify anchor or post-installed reinforcing bar type and dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, adhesive anchor or post-installed reinforcing bar connection embedment, tightening torque and adherence 0 r,0 ,..c 077 to the manufacturer's printed installation instructions (MPh). The special inspector must verify the initial installations of each type and size of adhesive anchor or post-installed reinforcing bar connection by construction personnel on the site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. Continuous special inspection of adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be performed in accordance with ACI 318-14 17.8.2.4, 26.7.1(h) and 26.13.3.2 (c) or ACI 318-11 D.9.2.4, as applicable. Under the IBC, additional requirements as set forth in Section 1705 of the 2018, 2015 or 2012 IBC and Sections 1705, 1706 or 1707 of the 2009 IBC must be observed, where applicable. 4.6 Compliance with NSF/ANSI Standard 61: The Pure110+ Epoxy Adhesive Anchor System and Post-installed Reinforcing Bar Connections comply with the requirements of NSF/ANSI Standard 61, as referenced in Section 605 of the 2018, 2015, 2012 and 2009 International Plumbing Code® (lPC), and is certified for use in water distribution systems and may have a maximum exposed surface area to volume ratio of 216 square inches per 1000 gallons (3785 L) for water treatment applications. 5.0 CONDITIONS OF USE: The Pure110+ Epoxy Adhesive Anchor System and Post-installed Reinforcing Bar Connection System described in this report comply with or is a suitable alternative to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System must be installed in accordance with the Manufacturer's printed installation instructions (MPII) as attached to each cartridge and reproduced in Figure 4 of this report. 5.2 The Adhesive Anchor System and Post-installed Reinforcing Bar Connection System described in this report must be installed in cracked or uncracked normalweight concrete or lightweight concrete having a specified compressive strength, VC = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.3 The values of f used for calculation purposes must not exceed 8,000 psi (55.2 MPa). Steel anchor elements must be installed in concrete base materials in holes predrilled in accordance with the instructions provided in Figure 4 of this report. 5.4 The concrete shall have attained its minimum design strength prior to installation of the Adhesive Anchor System and Post-installed Reinforcing Bar Connection System. 5.5 Loads applied to the Adhesive Anchor System and Post-installed Reinforcing Bar Connection System must be adjusted in accordance with Section 1605.2 of the IBC for strength design and in accordance with Section 1605.3 of the IBC for allowable stress design. 5.6 Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System are 1OQ, recognized for use to resist short and long-term loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Categories C, D, E, and F under the IBC or IRC, anchor strength must be adjusted in accordance with Section 4.1.11 of this report, and post-installed reinforcing bars must comply with Section 4.2.4 of this report. 5.8 Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchors or post-installed reinforcing bar, subject to the conditions of this report. 5.9 Adhesive anchor strength design values must be established in accordance with Section 4.1 of this report. 5.10 Post-installed reinforcing bar connection development and splice length is established in accordance with Section 4.2 of this report. 5.11 Allowable stress design values must be established in accordance with Section 4.3 of this report. 5.12 Minimum anchor spacing and edge distance, as well as minimum member thickness, must comply with the values described in this report. 5.13 Post-installed reinforcing bar connection spacing, minimum member thickness, and cover distance must be in accordance with the provisions of ACI 318 for cast-in place bars and Section 4.2.3 of this report. 5.14 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. 5.15 Purell0+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Purel 10+ epoxy adhesive anchors and post-installed reinforcing bar connections are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled: Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System are used to resist wind or seismic forces only. 5.16 Since an ICC-ES acceptance criteria for evaluating Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System that support gravity load-bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System are used to support non-structural elements. data to determine the performance of adhesive anchor system and post-installed reinforcing bar connection system 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. ')I -f)-7-7 ESR-3298 I Most Widely Accepted and Trusted Page 7 of 26 5.17 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars for adhesive anchors is limited to dry, interior locations. 5.18 Use of hot-dipped galvanized carbon steel and stainless steel threaded rods for adhesive anchors is permitted for exterior exposure or. damp environments. 5.19 Steel anchoring materials in contact with preservative-treated wood and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM Al 53. 5.20 Periodic special inspection must be provided in accordance with Section 4.5 of this report. Continuous special inspection of adhesive anchor system and post-installed reinforcing bar connection system installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4.5 of this report. 5.21 Pure110+ epoxy Adhesive Anchors System and Post-installed Reinforcing Bar Connection System may be used to resist tension and shear forces in floor, wall and overhead installations into concrete with a temperature between 41°F and 104°F (5°C and 40°C). For overhead and upwardly inclined applications, cartridge temperature must be between 50°F and 90°F (10°C and 32°C) Overhead and upward inclined installations require the use of piston plugs and extension tubing during injection and the adhesive anchor or post-installed reinforcing bar connection system must be supported until fully cured (e.g. wedges or other suitable means). See the MPII in Figure 4 of this report for detailed installation requirements, including required installation equipment, procedures, and temperatures. 5.22 Installation of adhesive anchor system and post-installed reinforcing bar connection system in horizontal or upwardly inclined orientations to resist sustained tension loads must be performed by personnel certified by an applicable certification program in accordance with ACI 318-14 17.8.2.2 or 17.8.2.3 or ACI 318-11 0.9.2.2 or D.9.2.3, as applicable. 5.23 The PurellO+ epoxy adhesive is 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 Post-installed Adhesive Anchors in Concrete (AC308), dated October 2017 (editorially revised March 2018), which incorporates requirements in ACI 355.4-11 for use in cracked and uncracked concrete; including, but not limited to, tests under freeze/thaw conditions, tests under sustained load, tests for installation including installation direction, tests at elevated temperatures, tests for resistance to alkalinity, tests for resistance to sulfur, tests for seismic tension and shear, and tests for post-installed reinforcing bar connections. 7.0 IDENTIFICATION 7.1 The PurellO+ epoxy adhesive and additional listee product name described in Section 3.1 of this report are identified by packaging labeled with the lot number; expiration date; company name (DEWALT); and the evaluation report number (ESR-3298). Threaded rods, nuts, washers and deformed reinforcing bars are standard steel anchor elements and must conform to applicable national or international specifications as set forth in Tables 2 and 3 of this report. 7.2 The report holder's contact information is the following: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.DEWALT.com anchors(äDEWALT.com 7.3 The additional listee's contact information is the following: POWERS FASTENERS 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 (800) 524-3244 www.powers.com engineeringpowers.com ri1IlY)I')rY)r 1OQ' The DEWALT drilling systems shown below collect and remove dust with a HEPA dust extractor during the hole drilling operation in dry base materials using hammer-drills (see step 1 of the manufacturers published installation instructions - MPll). TGol Accessiies:ándShrouds.. '.;. DuIEto T. HthwO r7 = soss, thus SDSfhm nsn MR- FIGURE A-EXAMPLES DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION TABLE IA-DESIGN USE AND REPORT TABLE INDEX FOR POST-INSTALLED ADHESIVE ANCHORS POST-INSTALLED ADHESIVE ANCHORS - TREADED RODS AND REINFORCING BARS (Tables 4 toll and Figure 1) DESIGN STRENGTH' THREADED ROD (FRACTIONAL) DEFORMED REINFORCING BAR (FRACTIONAL) THREADED RODREINFORCING (METRIC) DEFORMED BAR (METRIC) Steel INw, Vw Table 4 Table 5 Table 8 Table 9 Concrete Ncb, N5 , V, V, V, VCP9 Table 6 Table 6 Table 10 Table 10 Bond N8, N Table 7 Table 7 Table 11 Table 11 Concrete Type Concrete State Threaded Rod Diameter (inch) Reinforcing Bar Size (No.) Drilling Method Minimum and Maximum Embedment Seismic Desipn Categories Normal-weight and lightweight Cracked 3 I 5 3 7 /8, /2, /8, /4, /8, 1, 1/4 3,4,5, 6,7,8,9, 10 Hammer-drill See Table 7 Athrough F Uncracked I 5 '/4 7 '8, '2, '8, /4, /8, 1, 11/4 3,4,5, 6, 7,8,9, 10 Hammer-drill See Table 7 A and B Concrete Type Concrete State Threaded Rod Diameter (mm) Reinforcing Bar Size (0) Drilling Method 3 Minimum and Maximum Embedment Seismic Desipn Categories Normal-weight and lightweight racked PUncracked 10, 12, 16, 20, 24, 27, 30 10, 12, 14, 16, 20, 25, 28, 32 Hammer-drill See Table 11 A through F 10, 12, 16,20,24,27,30 10, 12,14,16,20,25,28,32 Hammer-drill See Table 11 Aand B For SI: 1 inch = 25.4 mm. For pound-inch units: 1 mm = 0.03937 inch. 'Reference ACI 318-14 17.3.1.1 or 318-11 D.4.1.1, as applicable for post-installed adhesive anchors. The controlling strength is decisive from all appropriate failure modes (i.e. steel, concrete, bond) and design assumptions. 2See Section 4.1.4 of this report for bond strength determination of post-installed adhesive anchors. 31-iammer-dnll, i.e. rotary impact drills or rock drills with a carbide drill bit (including hollow drill bits). 4See Section 4.1.11 for requirements for seismic design of post-installed adhesive anchors, where applicable. ()1 /110101101) 1O02 Uncracked Concrete Normal Weight or Lightweight Concrete 4, Hammer-Drill 4, 4, 41 Water- Water-Felled Dry Underwater C t Saturated Hole oncree (Submerqed) Concrete (Flooded) FIGURE 1—FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH FOR POST-INSTALLED ADHESIVE ANCHORS TABLE lB—DESIGN USE AND REPORT TABLE INDEX FOR POST-INSTALLED REINFORCING BAR CONNECTIONS' Concrete Type Reinforcing Bar Size Drilling Method Seismic Design Categories3 and lightweight #3, #4, #5, #6, #7, #8, #9, #10. #11 Hammer-drill or core-drill A through F 010, 012, 014, 016,020, 025, 028, 032, 034, 036 Hammer-drill or core-drill A through F 10M, 15M, 20M, 25M, 30M, 35M Hammer-drill or core-drill A through F For SI: 1 inch = 25.4 mm. For pound-inch units: 1 mm = 0.03937 inch. 'Determination of development length for post-installed reinforcing bar connections. 2Hammer-drill, i.e. rotary impact drills or rock drills with a carbide drill bit (including hollow drill bits); core-drill, i.e. core drill with a diamond core drill bit. 3See Section 4.2.4 for requirements for seismic design of post-installed reinforcing bar connections, where applicable. ('1Iri')l')rVW1 lcQ D..',ø ')A ,..4')77 TABLE 2—SPECIFICATIONS AND PROPERTIES OF COMMON THREADED CARBON AND STAINLESS STEEL ROD MATERIALS' MIN. SPECIFIED MIN. SPECIFIED f,,,. ELONGATION REDUCTION NUT THREADED ROD SPECIFICATION UNITS ULTIMATE YIELD STRENGTH - MINIMUM OF AREA SPECIFICATION 12 STRENGTH, f, 0.2 PERCENT OFFSET, f 8 PERCENT" MIN. PERCENT ASTM A362 and psi 58,000 36,000 F15543 Grade 36 (MPa) (400) (248) 1.61 23 40 (50 for A36) ASTM A194 I ASTM F15543 psi 75,000 55,000 A563 Grade A Grade 55 (MPa) (517) 1.36 23 (380) 40 ASTM F15543 psi 125,000 105,000 19 15 45 Grade 105 (MPa) (862) (724) ASTM A194 / ASTM A1934 psi 125,000 105,000 A563 Grade DH Grade 87 (MPa) (860) 1.19 16 (720) 50 Carbon ASTM A4495 psi 120,000 92,000 130 14 35 Steel (/8 to 1 inch dia.) (MPa) (828) (635) ASTM A194 / ASTM A4495 psi 105,000 81,000 130 14 35 A563 Grade OH (11I4 inch dia.) (MPa) (720) (560) ASTM F568M6 Class 5.8 psi 72,500 58,000 1.25 10 ASTM A563 Grade DH (equivalent to ISO 898-1) (MPa) (500) (400) 35 DIN 934 (8-A2K)13 ISO 898-1 Class 5.8 MPa 500 400 1.25 22 _14 DIN 934 Grade 6 (psi) (72,500) (58,000) ISO 898-1 7 Class 8.8 MPa 800 640 1.25 12 52 DIN 934 Grade 8 (psi) (116,000) (92,800) ASTM F5938 CW1 psi 100,000 65,000 1.54 20 - 14 (3/s to 5, inch dia.) (MPa) (690) (450) - ASTM F594 Alloy Group 1,20r3 ASTM F5938 CW2 psi 85,000 45,000 1.89 25 - 14 (3/4 to 11/4 inch dia.) (MPa) (590) (310) ASTM A193/A193M9 psi 75,000 30,000 2.50 30 50 Stainless Grade B8/B8M, Class 1 (MPa) (515) (205) Steel ASTM A194/A194M ASTMA193/A193M9 psi 95,000 75,000 Grade B8/B8M2, Class 2B (MPa) (655) 1.27 25 (515) 40 ISO 35061l0 A4-70 and MPa 700 450 1.56 40 14 - HCR-70 (M8 — M24) (psi) (101,500) (65,250) ISO 4032 ISO 35061b0 A4-50 and MPa 500 210 14 HCR-50 (M27 - M30) (psi) (72,500) (30,450) 2.38 40 For SI: 1 inch = 25.4 mm, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi. 'Purell0+ epoxy adhesive may be used in conjunction with all grades of continuously threaded carbon or stainless steels (all-thread) that comply with this table and that have thread characteristics comparable with ANSI 81.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. Tabulated values correspond to anchor diameters included in this report. See Section 3.2.4.3 of this report for ductility of steel anchor elements. 2Stondard Specification for Carbon Structural Steel. 35tandar1 Specification forAnchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength. 4Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications. 5Standarrj Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use. 6Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners. 7Mechanical properties of fasteners made of carbon steel and alloy steel - Part I: Bolts, screws and studs 85tanderd Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs. 9Standard Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications. Mechanical properties of fasteners made of corrosion-resistant stainless steel fasteners - Part 1: Bolts, screws and studs "Based on 2-inch (50 mm) gauge length except ASTM A193, which are based on a gauge length of 4d and ISO 898, which is based on 5d; d= nominal diameter. 12 Nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. Material types of the nuts and washers must be matched to the threaded rods. 13 Nuts for metric rods. 14 Minimum percent reduction of area not reported in the referenced standard. TABLE 3—SPECIFICATIONS AND PROPERTIES OF COMMON STEEL REINFORCING BARS' REINFORCING SPECIFICATION UNITS MINIMUM SPECIFIED ULTIMATE STRENGTH, f MINIMUM SPECIFIED YIELD STRENGTH, IF, ASTM A6152, A7674, Grade 75 psi 100,000 75,000 (MPa) (690) (520) ASTM A6152, A7674, Grade 60 psi (MPa) 90,000 (620) 60,000 (420) ASTM A7063, A7674, Grade 60 psi 80,000 60,000 (MPa) (550) (420) ASTM A61 2, A7674, Grade 40 psi 60,000 40,000 (MPa) (420) (280) DIN 488 BSt 500 MPa 550 500 (psi) (80,000) (72,500) CAN/CSA G30.186, Grade 400 MPa (psi) 540 (78,300) 400 (58,000) For SI: 1 psi = 0.006897 MPa. For pound-inch units: 1 MPa = 145.0 psi. 'Adhesive must be used with specified deformed reinforcing bars. Tabulated values correspond to bar sizes included in this report. 2Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Grade 40 and Grade 60 bars furnished to specification are considered ductile elements. In accordance with ACI 318-14 17.2.3.4.3(a)(vi)orACI 318-11 D.3.3.4.3(a)6, as applicable, deformed reinforcing bars meeting this specification used as ductile steel elements to resist earthquake effects shall be limited to reinforcing bars satisfying the requirements of ACI 318-14 20.2.2.4 and 20.2.2.5 or ACI 318-11 21.1.5.2(a) and (b), as applicable. Grade 75 bars furnished to specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section 3.2.4.3 of this report. 3Standarrj Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. Bars furnished to specification are considered ductile elements. 4Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement. Bars furnished to specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section 3.2.4.3 of this report. 5Rein forcing steel; reinforcing steel bars; dimensions and masses. Bars furnished to this specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section 3.2.4.3 of this report. 6Bil1etag.{eç1Gjçqte Reinforcement. i oQ' ')Cr,.-'f 077 TABLE 4-STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER'_(inch) _______ /8 1/2 1 5/8 /4 i 1114 Threaded rod nominal outside diameter d inch 0.375 0.500 0.625 0.750 0.875 1.000 1.250 (mm) (9.5) (12.7) (15.9) fljj (22.2) (25.4) (31.8) Threaded rod effective cross-sectional area A54 inch2 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0.9691 (mm2) (50) (92) (146) (216) (298) (391) (625) Nw lbf 4,495 8,230 13,110 19,400 26,780 35,130 56,210 ASTM A36 Nominal strength as governed by steel (kN) (20.0) (36.6) (58.3) (119.1) (156.3) (250.0) vs8 lbf 2,695 4,940 7,860 11,640 16,070 21,080 33,725 and strength (for a single anchor) ASTM ________________________________ __________ (kN) (12.0) (22.0) (35.0) (71.4) (93.8) (150.0) F1554 Reduction factor for seismic shear aysojs 0.80 Grade 36 Strength reduction factor for tension2 0 - 0.75 Strength reduction factor for shear-2 0 - 0.65 Nsa lbf 5,810 10,640 16,950 25,085 34,625 45,425 72,680 Nominal strength as governed by steel (kN) (25.9) (47.3) (75.4) jj (154.0) (202.0) (323.3) lbf 3,485 6,385 10,170 15,050 20,775 27,255 43,610 ASTM strength (for a single anchor) F1554 ________________________________ __________ (kN) (15.5) (45.2) -(28.4) _(LQL (92.4) (121.2) (194.0) Grade 55 Reduction factor for seismic shear a V.is - 0.80 Strength reduction factor for tension - 0.75 Strength reduction factor for shea? 0 - 0.65 N lbf 9,685 F 17,735 28,250 1 41,810 57,710 75,710 121,135 ASTM A193 Nominal strength as governed by steel (kN) (43.1) I (78.9) (125.7) I (186.0) 1 (256.7) 1 (336.8) (538.8) Grade 67 strength (for a single anchor) lbf 5,815 1 10,640 16,950 1 25,085 1 34,625 1 45,425 72,680 and (kN) (25.9) [ (7.3) (75.4) j (111.6) (154.0) 1 (202.1) (323.3) ASTM Reduction factor for seismic shear a V.Seis - 0.80 F1554 Grade 105 Strength reduction factor for tension - 0.75 Strength reduction factor for shea? 0 - 0.65 Ns, lbf 9,300 17,025 I 27,120 I I 40,140 1 I 55,905 I I 72,685 101,755 Nominal strength as governed by steel (kN) (41.4) (75.7) (120.6) (178.5) (248.7) (323.3) (452.6) VW lbf 5,580 10,215 I 16,270 I 24,085 1 33,540 I 43,610 61,050 strength (for a single anchor) ASTM A449 ________________________________ __________ (kN) (24.8) (45.4) I (72.4) 1(107.1) 1(149.2) I (194.0) (271.6) Reduction factor for seismic shear a V.Seis - 0.80 Strength reduction factor for tension - 0.75 Strength reduction factor for shea? 0 - 0.65 lbf 5,620 10,290 16,385 24,250 33,475 43,915 Nominal strength as governed by steel (kN) (25.0) (45.8) (72.9) Ii (148.9) (195.4) strength (for a single anchor) VS. lbf 3,370 6,175 9,830 14,550 20,085 26,350 ISO 898-1 (kN) (15.0) (27.5) (43.7) jfl_ (89.3) (117.2) Class 5.8 Reduction factor for seismic shear a V.Seis - 0.8 Strength reduction factor for tension - 0.65 Strength reduction factor for shea? 0 - 0.60 Ns, lbf 7,750 14,190 22,600 28,430 39,245 51,485 82,370 ASTM F593 Nominal strength as governed by steel (kN) (34.5) (63.1) (100.5) (174.6) (229.0) (366.4) vs8 lbf 4,650 8,515 13,560 17,060 23,545 30,890 49,425 CW strength (for a single anchor) Stainless __________________________________ __________ (kN) (20.7) (37.9) (60.3) Q (104.7) (137.4) (219.8) (Types 304 Reduction factor for seismic shear OV.SjS - 0.70 0.80 and 316) Strength reduction factor for tension 0 - 0.65 Strength reduction factor for shea? 0 - 0.60 ASTM A193 Nw lbf 4,420 8,090 12,880 f 19,065 26,315 1 I 34,525 55,240 Grade Nominal strength as governed by steel (kN) (19.7) (36.0) (57.3) I (84.8) (117.1) (153.6) (245.7) lbf 2,650 4,855 7,730 11,440 15,790 1 20715 33,145 B8/88M, strength (for a single anchor)4 Class 1 __________________________________ __________ (kN) (11.8) (21.6) (34.4) [ (50.9) (70.2) j (92.1) (147.4) Stainless Reduction factor for seismic shear a ysojs 0.70 0.80 (Types 304 Strength reduction factor for tension - 0.75 and 316) Strength reduction factor for shea? 0 - 0.65 ASTM A193 Nw lbf 7,365 13,480 21,470 31,775 43,860 57,545 92,065 Grade Nominal strength as governed by steel (kN) (32.8) (60.0) (95.5) (141.3) (195.1) (256.0) (409.5) V58 lbf 4,420 8,085 12,880 19,065 26,315 34,525 55,240 68/B8M2, strength (for a single anchor) Class 26 ______________________________ _________ (kN) (19.7) (36.0) (57.3) (84.8) (117.1) (153.6) (245.7) Stainless Reduction factor for seismic shear a v.sojs - 0.70 0.80 (Types 304 Strength reduction factor for tension - 0.75 and 316) Strength reduction factor for shear' 0 - 0.65 For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf. 'Values provided for steel element material types are based on minimum specified strengths and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2(b) or ACI 318-11 Eq. D-2 and Eq. 0-29, as applicable, except where noted. Nuts and washers must be appropriate for the rod. See Table 2 for nut specifications. 2The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. Values correspond to ductile steel elements. 'The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance With ACI 318-11 0.4.4. Values correspond to brittle steel elements. in accordance with ACI 318-14 17.4.1.2 and 17.5.1.2 or ACI 318-11 D.5.1.2 and D.6.1.2, as applicable, the calculated values for nominal tension and shear strength for ASTM A193 Grade 138/138M Class 1 stainless steel threaded rods are based on limiting the specified tensile strength of the anchor steel to 1.9f or 57,000 psi (393 MPa). "The referenced standard includes rod diameters up to and including 1-inch (24 mm). Al 1ttOQ3 TABLE 5-STEEL DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS NOMINAL REINFORCING BAR SIZE (REBAR)' DESIGN INFORMATION SYMBOL UNITS #3 #4 #5 #6 #7 #8 #9 #10 Reber nominal outside diameter d inch 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250 (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.7) (32.3) Rebar effective cross-sectional area A20 inch 0.110 0.200 0.310 0.440 0.600 0.790 1.000 1.270 (mm) (71.0) (129.0) (200.0) (283.9) (387.1) (509.7) (645.2) (819.4) Nw lbf 11,000 20,000 31,000 44,000 60,000 79,000 100,000 127,000 Nominal strength as governed by steel _______ (kN) (48.9) (89.0) (137.9) (195.7) (266.9) (351.4) (444.8) (564.9) S.0 lbf 6,600 12,000 18,600 26,400 36,000 47,400 60,000 76,200 ASTM strength (for a single anchor) A615 (kN) (29.4) (53.4) (82.7) (117.4) (160.1) (210.8) (266.9) (338.9) Grade 75 Reduction factor for seismic shear aVSOLS - 0.70 0.80 Strength reduction factor for tension - 0.65 Strength reduction factor for shear3 0 - 0.60 Ns, lbf 9,900 18,000 27,900 39,600 54,000 71,100 90,000 114.300 Nominal strength as governed by steel _______ (kN) (44.0) (80.1) (124.1) (176.1) (240.2) (316.3) (400.3) (508.4) V 0 lbf 5,940 10,800 16,740 23,760 32,400 42,660 54,000 68,580 ASTM strength (for a single anchor) A615 (kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.0) Grade 60 Reduction factor for seismic shear ayseis 0.70 0.80 Strength reduction factor for tension 2- 0 - 0.75 Strength reduction factor for shea? - 0.65 lbf 8,800 16,000 24,800 35,200 1 48,000 I 63,200 80,000 101,600 Nominal strength as governed by steel (kN) (39.1) (71.2) (110.3) (156.6) (213.5) (281.1) (355.9) (452.0) lbf 5,280 9,600 14,880 21,120 t 28,800 37,920 48,000 60,960 ASTM strength (for a single anchor) A706 vsa (kN) (23.5) (42.7) (66.2) (94.0) 1(128.1) (168.7) (213.5) (271.2) Grade Reduction factor for seismic shear 0Vejs - 0.70 0.80 60 Strength reduction factor for tension g - 0.75 Strength reduction factor for shea? 0 - 0.65 Lbf 6,600 1 12,000 I 18,600 26,400 Nominal strength as governed by steel (kN) (29.4) (53.4) (82.7) (117.4) In accordance with ASTM A615, vs0 Lbf 3,960 t 7,200 11,160 15,840 ASTM strength (for a single anchor) Grade 40 bars are furnished only in A615 (kN) (17.6) (32.0) (49.6) (70.5) sizes No. 3 through No. 6 Grade Reduction factor for seismic shear OV.s0js - 0.70 -0.80 40 Strength reduction factor for tension 0 - 0.75 Strength reduction factor for shea? 0 - 0.65 For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf. 'Values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. D-2 and Eq. 0-29, as applicable. 2The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. Values correspond to ductile steel elements. In accordance with ACI 318-14 17.2.3.4.3(a)(vi) or ACI 318-11 0.3.3.4.3 (a) 6, as applicable, deformed reinforcing bars meeting this specification used as ductile steel elements to resist earthquake effects shall be limited to reinforcing bars satisfying the requirements of ACI 318-14 20.2.2.4 and 20.2.2.5 or ACI 318-11 21.1.5.2 (a) and (b) as applicable. 3The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of O must be determined in accordance with ACI 318-11 D.4.4. Values correspond to brittle steel elements. fl1Th')I')lVWi 1OQ3 TABLE 6—CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS' NOMINAL ROD DIAMETER (inch) / REINFORCING BAR SIZE DESIGN INFORMATION SYMBOL UNITS 318 or#3 1I2or#4 518 or#5 3/4 or#6 7/8 0r#7 I or #8 #9 1 I 11/4 or #10 Effectiveness factor for cracked concrete ki, - (SI) 17, (7.1) Effectiveness factor for uncracked concrete kc,uncr (SI) 24- (100) Minimum embedment hefmin inch 2 /8 2/4 3'! 31/ 3'/2 4 41/ 5 (mm) (60) (70) (79) (89) (89) (102) (114) (127) Maximum embedment h6i,,i,X inch 7'/2 10 121/2 15 171/2 20 22'I2 25 (mm) (191) (254) (318) (381) (445) (508) (572) (635) Minimum anchor spacing Sm!,, inch ii 21/2 3'/8 33/4 4 /8 5 5% 6'/4 (mm) (48) (64) (79) (95) (111) (127) (143) (159) 5d where d is nominal outside diameter of the anchor or see Section 4. 1.9 of this report for Minimum edge distance Cmii, inch design with reduced minimum edge distances down to the following values: (mm) 1/ 2/ (45) I (70) Minimum member thickness hmi,, inch hef + 11/4 I h,,f + 2d,, where d0 is hole diameter; (mm) (hef + 30) for installation parameters see Table 12 of this report Critical edge distance—splitting (for uncracked concrete only) coc nch (mm) See Section 4. 1.10 of this report Strength reduction factor for tension concrete failure modes, Condition B 0 - 0.65 (concrete breakout) Strength reduction factor for shear, concrete failure modes, Condition B2 0 - 0.70 (concrete breakout and pryout) I For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf. 'Additional setting information is described in the installation instructions, Figure 4 of this report. 2Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pryout governs, as set forth in ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable. The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC or ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. AhIA')l')rv)A I CZA00 I D)Q-f')77 TABLE 7-BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED RODS AND REINFORCING BARS' NOMINAL ROD DIAMETER (inch) DESIGN INFORMATION SYMBOL UNITS 3/8 lj 5 /8 3 "4 7 1 2 '8 1/4 Minimum embedment hot mm inch 2 /8 2/4 31/8 31/2 31/2 4 5 (mm) (60) (70) (79) (89) (89) (102) (127) Maximum embedment hefmx inch 7'/2 10 121/s 15 171/2 20 25 (mm) (191) (254) (318) (381) (445) (508) (635) 110°F (43°C) Characteristic bond strength psi 1,206 1.206 1,206 1,206 1,206 1,206 1,206 Maximum long- in cracked concrete"(N/mm2) (8.3) (8.3) (8.3) (8.3) (8.3) (8.3) (8.3) Characteristic bond strength psi 1,206 1,206 1,206 1,206 1,206 1,206 1,206 term service Tk, temperature; in cracked concrete, short-term loading only' ''m,2) (8.3) (8.3) (8.3) (8.3) (8.3) (8.3) (8.3) 140°F (60°C) Characteristic bond strength Psi 1,829 1,738 1,671 1,617 1,567 1,538 1,479 maximum short- term service in uncracked concrete" (N/mm') (12.6) (12.0) (11.5) (11.1) (10.8) (10.6) (10.2) temperature 3,5 with tk,u Characteristic bond strength psi 1,829 1,738 1,671 1,617 1,567 1,538 1,479 Threaded Rods in uncracked concrete short-tern, loading onlP (N/mm2) (12.6) (12.0) (11.5) (11.1) (10.8) (10.6) (10.2) 110°F (43°C) Characteristic bond strength psi 882 882 882 882 882 882 882 Maximum long- in cracked concrete6'9 (N/mm2) (6.1) (6.1) (6.1) (6.1) (6.1) (6.1) (6.1) Characteristic bond strength psi 882 882 882 882 882 882 882 term service Tkcr temperature; in cracked concrete, (N/mm2) (6.1) (6.1) (6.1) (6,1) (6.1) (6.1) (6.1) 176°F (80°C) short-term loading only9 maximum short- Characteristic bond strength psi 1,334 1,262 1,218 1,175 1,146 1,117 1,073 term service in uncracked concrete 6,8 (N/mm') (9.2) (8.7) (8.4) (8.1) (7.9) (7.7) (7.4) temperature4'5 with Characteristic bond strength psi 1,334 1,262 1,218 1,175 1,146 1,117 1,073 Threaded Rods in uncracked concrete short-term loading onl (N/mm2) (9.2) (8.7) (8.4) (8.1) (7.9) (7.7) (7.4) DESIGN INFORMATION SYMBOL __ ______ NOMINAL REINFORCING BAR SIZE #4 #5 #6 #7 #8 #9 #10 2/4 3'/8 3'/2 31/ 4 41/ 5 Minimum embedment h0fmj,, (70) (79) (89) (89) (102) (114) (127) Maximum embedment a 10 121/2 15 171/2 20 22'/2 25 ) (254) (318) (381) (445) (508) (572) (635) 110°F (43°C) Characteristic bond strength 6 1,170 1,122 1,122 1,122 1,122 1,122 1,122 Maximum long- in cracked concrete6'9 ) (8.1) (7.7) (7.7) (7.7) (7.7) (7.7) (7.7) Characteristic bond strength psi 1,206 1,170 1,122 1,122 1,122 1,122 1,122 1,122 term service rk,C, temperature; in cracked concrete, (N/mm2) (8.3) (8,1) (7.7) (7.7) (7.7) (7.7) (7.7) (7.7) 140°F (60°C) short-term loading only9 __ Characteristic bond strength psi 1,829 1,738 1,671 1,617 1,567 1,538 1,507 1,479 maximum short- term service in uncracked concrete 6.8 (12.6) (12.0) (11,5) (11.1) (10.8) (10.6) (10.4) (10.2) temperature 3,5 'k,ufl Characteristic bond strength with in uncracked concrete psi 1,829 1,738 1,671 1,617 1,567 1,538 1,507 1,479 Rebars short-term loading only" (N/mm2) (12.6) (12.0) (11,5) (11,1) (10.8) (10.6) (10.4) (10.2) 110°F (43°C) Characteristic bond strength psi 882 848 814 814 814 814 814 814 Maximum long- in cracked concrete 6'9 (6.1) (5.8) (5.6) (5.6) (5.6) (5.6) (5.6) (5.6) Characteristic bond strength psi 882 848 814 814 814 814 814 814 term service Tk,c, temperature; in cracked concrete, (N/mm2) (6.1) short-term loading only" (5.8) (5.6) (5.6) (5.6) (5.6) (5.6) (5.6) 176°F (80°C) Characteristic bond strength psi 1,334 1,262 1,218 1,175 1,146 1,117 1,102 1,073 maximum short- term service in uncracked concrete 6,8 (9.2) (8.7) (8.4) (8.1) (7.9) (7.7) (7.6) (7.4) temperature 4.5 with 'Z'kur,c, Characteristic bond strength Psi 1,334 1,262 1,218 1,175 1,146 1,117 1,102 1,073 Rebars in uncracked concrete, Short-term loading only" (N/mm2) (9.2) (8.7) (8.4) (8.1) (7.9) (7.7) (7,6) (7.4) Anchor Category 1 Dry concrete 0.65 Permissible installation Water-saturated concrete, Anchor Category 2 0.55 conditions' Water-filled hole (flooded) Anchor Category 2 I 3 Underwater (submerged) ow 0.55 I 0.45 I Reduction factor for seismic tension' ON,SOiS 1.0 For SI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa, For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi, 'Bond strength values correspond to a normal-weight concrete compressive strength f0 = 2,500 psi (17,2 MPa). For concrete compressive strength, f'0 between 2,500 psi and 8,000 psi (17.2 MPa and 55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (t' / 2,500)0 [For SI: (f's / 17.2)°"]. See Section 4,1,4 of this report for bond strength determination. 2The modification factor for bond strength of adhesive anchors in lightweight concrete shall be taken as given in ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable, where applicable. 3The maximum short-term service temperature may be increased to 162°F (72°C) provided characteristic bond strengths are reduced by 3 percent. Long-term and short-term temperatures meet the requirements of Section 8.5 of ACI 355.4 and Table 8.1, Temperature Category B. 4Long-term and short-term temperatures meet the requirements of Section 8.5 of ACI 355.4 and Table 8.1, Temperature Category A. 5Short-term base material service temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term base material service temperatures are roughly constant over significant periods of time. 6Charactenstic bond strengths are for sustained loads including dead and live loads. 'Permissible installation conditions include dry concrete, water-saturated concrete, water-filled holes and underwater. Water-filled holes include applications in dry or water-saturated concrete where the drilled holes contain standing water at the time of anchor installation. For installation instructions see Figure 4 of this report. 8Bond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. 9For structures assigned to Seismic Design Categories C, D. E or F, the tabulated bond strength values for cracked concrete do not require an additional reduction factor applied for seismic tension (ON,jS = 1.0), where seismic design is applicable. See Section 4. 1.11 of this report for requirements for seismic design. All l")rv)ri 4OQ° TABLE 8-STEEL DESIGN INFORMATION FOR METRIC THREADED RODS NOMINAL ROD DIAMETER' (mm) DESIGN INFORMATION SYMBOL UNITS 10 12 16 20 24 27 1 30 Threaded rod nominal outside diameter d mm 10 12 16 20 24 27 30 (inch) (0.39) (0.47) (0.63) (0.79) (0.94) (1.06) (1.18) Threaded rod effective cross-sectional area mm, 58.0 84.3 561 157 245 353 459 (inch') (0.090) (0.131) (0.243) (0.380) (0.547) (0.711) (0.870) kN 29.0 42.0 78.5 122.5 176.5 229.5 280.5 Nominal strength as governed by steel (lbf) (6,520) (9,475) (17,645) (27,540) (39,680) (51595) (63,060) Vsa kN 17.4 25.5 47.0 73.5 106.0 137.5 168.5 strength (for a single anchor) ISO 898-1 (lbf) (3,910) (5,685) (10,590) (16,525) (23,805) (30,956) (37,835) Class 5.8 Reduction factor for seismic shear - 0.80 Strength reduction factor for tension 0 - 0.65 Strength reduction factor for shear3 0 - 0.60 Nsa kN 46.5 67.5 125.5 196.0 282.5 367.0 449.0 Nominal strength as governed by steel (lbf) (10,430) (15,160) (28,235) (44,065) (63,485) (82,550) (100,895) "° kN 27.9 40.5 75.5 117.5 169.5 220.5 269.5 strength (fora single anchor) ISO 898-1 (lbf) (6,270) (9,095) (16,940) (26,440) (38,090) (49,530) (60,535) Class 8.8 Reduction factor for seismic shear OVS&. - 0.80 Strength reduction factor for tension 0 - 0.65 Strength reduction factor for shear3 0 - 0.60 Nw kN 40.6 59.0 109.9 171.5 247.1 229.5 280.5 Nominal strength as governed by steel (lbf) (9,125) (13,265) (24,705) (38,555) (55,550) (51,595) (63,060) VW kN 24.4 35.4 65.9 102.9 148.3 137.7 168.3 ISO 3506-1 strength (for a single anchor) Stainless (lbf) (5,475) (7,960) (14,825) (23,135) (33,330) (30955) (37,835) Grades A4 Reduction factor for seismic shear 0 V,SOIS - 0.80 and HCR Strength reduction factor for tension 0 - 0.65 Strength reduction factor for shear3 0 - 0.60 kN 22.8 33.1 61.7 96.3 138.7 180.4 220.5 ASTMA193M Nominal strength as governed by steel (lbf) (5,125) (7,450) (13,870) (21,645) (21,645) (40,455) (49,465) Grade 138/138M, strength (for a single anchor)4 vsa kN 13.7 19.9 37.0 57.8 83.2 108.2 132.3 Class 1 (lbf) (3,075) (4,470) (8,325) (12,990) (18,715) (24,335) (29,740) Stainless Reduction factor for seismic shear ays&js - 0.80 (Types 304 and 316) Strength reduction factor for tension 2 - 0.75 Strength reduction factor for shear3 0 - 0.65 Nw kN 38.0 55.2 102.8 160.5 231.2 300.6 367.5 ASTM A193M Nominal strength as governed by steel (lbf) (8,540) (12,415) (23,120) (36,080) (51,980) (67,590) (82,610) VW kN 22.8 33.1 61.7 96.3 138.7 180.4 220.5 Grade 88188M2, strength (for a single anchor) Class 2B (lbf) (5125) (7,450) (13,870) (21,645) (21,645) (40,455) (49,465) Stainless Reduction factor for seismic shear o vseis 0.80 (Types 304 and 316) Strength reduction factor for tension - 0.75 Strength reduction factor for shear3 0 - 0.65 For pound-inch units: 1 mm = 0.03937 inches. 1 N = 0.2248 lbf. For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. 'Values provided for steel element material types are based on minimum specified strengths and calculated in accordance with ACI 318-11 Eq. (0-2) and Eq. (0-29) except where noted. Nuts and washers must be appropriate for the rod. See Table 2 for nut specifications. 2The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable, lithe load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. Values correspond to ductile steel elements. 3The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.4. Values correspond to brittle steel elements. 4 I accordance with ACI 318 0.5.1.2 and 0.6.1.2 the calculated values for nominal tension and shear strength for ASTM A193 Grade B8/B8M Class 1 stainless steel threaded rods are based on limiting the specified tensile strength of the anchor steel to 1.9f or 393 MPa (57,000 psi). TABLE 9-STEEL DESIGN INFORMATION FOR METRIC REINFORCING BARS' DESIGN INFORMATION SYMBOL UNITS NOMINAL REINFORCING BAR SIZE (0) _______ ______ 010 012 014 016 020 025 028 032 Reber nominal outside diameter d mm 10.0 12.0 14.0 16.0 20.0 25.0 28.0 32.0 (inch) (0.394) (0.472) (0.551) (0.630) (0.787) (0.984) (1.102) (1.260) Rebar effective cross-sectional area Aw mm2 78.5 113.1 153.9 201.1 314.2 490.9 615.8 804.2 (inch 2) (0.122) (0.175) (0.239) (0.312) (0.487) (0.761) (0.954) (1.247) Ns2 kN 43.0 62.0 84.5 110.5 173.0 270.0 338.5 442.5 Nominal strength as governed by steel (lbf) (9,710) (13985) (19,035) (24,860) (38,845) (60,695) (76,135) (99,440) vsa kN 26.0 37.5 51.0 66.5 103.0 1 162.0 203.0 265.5 strength (fore single anchor) DIN 488 (lbf) (5,825) (8,390) (11,420) (14,915) 1 (23,305) (36,415) (45,680) (59,665) BSt 500 Reduction factor for seismic shear ayseis - 0.70 0.80 Strength reduction factor for tension 0 - 0.65 Strength reduction factor for shear2 0 - 0.60 For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf. For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. 'Values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. 0-2 and Eq. 0-29, as applicable. 2The tabulated value of 0 applies when the load combinations of Section 1605.2 of the IBC or ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. Values correspond to brittle steel elements. TABLE 10-CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD AND REINFORCING BARS' NOMINAL ROD DIAMETER / REINFORCING BAR SIZE DESIGN INFORMATION SYMBOL UNITS M10 or I M12 I I 012 I 014 MI IM20or I M24 I 025 I M27 I 028 I M30 I 032 010 1 I I I I I I I Effectiveness factor for SI 17 cracked concrete - (7.1) Effectiveness factor for SI 24 uncracked concrete - (10.0) Minimum embedment het,m,n mm 60 I 70 I 70 I 70 80 I 90 96 I 100 108 I 112 I 120 I 128 I (inch) (2.4) (2.8) I (2.8) I (2.8) I (3.2) (3.6) (3.8) (3.9) I (4.3) (4.4) (4.7) (5.0) Maximum embedment h0,,,,,5 mm 200 240 240 280 I 320 I 400 480 I 500 I 540 I 600 I 640 (inch) (7.8) I (14.8) (14.8) (11.0) (12.6) 1(15.8) (18.8) (19.6)1(21.4)1(23.6) 1(25.2) Minimum anchor spacing Smin mm 50 60 60 70 80 100 120 125 I 135 E(22. I 150 160 (inch) (2.0) I (2.4) (2.4) (3.7) (3.2) I (4.0) (4.8) (4.9) I (5.3)I (5.9) I (6.3) Sd where d is nominal outside diameter of the anchor, or see Section 4.1.9 of this report for Minimum edge distance 0mm mm (inch) design with reduced minimum edge distances down to the following values: 45 I 70 (1.75) I (2.75) Minimum member thickness hmmn mm h6f + 30 I + 2d0 where d0 is hole diameter; (inch) (her + 11/4) I for installation parameters see Table 12 of this report Critical edge distance-splitting C5 mm See Section 4.1.10 of this report (for uncracked concrete only) (inch) Strength reduction factor for tension 0 - 0.65 concrete failure modes, Condition B Strength reduction factor for shear, 0 0.70 concrete failure modes, Condition B2 For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf. For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. 'Additional setting information is described in the installation instructions, Figure 4 of this report. 2Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pryout governs, as set forth in ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable. The tabulated value of 0app11es when the load combinations of Section 1605.2 of the IBC ACI 318- 145.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 0.4.5. rl1lr')I')rv)ri 1OQ TABLE 11-BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS AND REINFORCING BARS' NOMINAL ROD DIAMETER DESIGN INFORMATION SYMBOL UNITS MIO M12 M16 M20 M24 M27 M30 Minimum embedment he n mm 60 70 80 90 96 108 120 (inch) (2.4) (2.8) (3.2) (3.6) (3.8) (4.3) (4.7) Maximum embedment het.max mm 200 240 320 400 480 540 600 (inch) (7.8) (14.8) (12.6) (15.8) (18.8) (21.4) (23.6) 110°F (43°C) Characteristic bond strength N/mm2 8.3 8.3 8.3 8.3 8.3 8.3 8.3 Maximum long- in cracked concrete 6,9 (psi) (1205) 1 (1205) (1205) (1205) (1205) (1205) (1205) Characteristic bond strength N/mm2 8.3 8.3 8.3 8.3 8.3 8.3 8.3 term service Tk,c, temperature; in cracked concrete, short-term only' (psi) (1205) (1205) (1205) (1205) (1205) (1205) (1205) 140°F (60°C) loading maximum short- Characteristic bond strength N/mm2 12.5 12.1 11.5 11.1 10.7 10.5 10.3 term service in uncracked concrete6'8 (psi) (1813) (1755) (1668) (1610) (1552) 1 (1523) (1494) temperature 3,5 With Tk,urc, Characteristic bond strength N/mm2 12.5 12.1 11.5 11.1 10.7 10.5 10.3 Threaded Rods in uncracked concrete short-term loading onlP (psi) (1813) (1755) (1668) (1610) (1552) (1523) (1494) 110°F(43°C) Characteristic bond strength N/mm2 6.1 6.1 6.1 6.1 6.1 6.1 6.1 Maximum long- in cracked concrete" (psi) (882) (882) (882) (882) (882) (882) (882) Characteristic bond strength N/mm2 6.1 6.1 6.1 6.1 6.1 6.1 6.1 term service temperature; in cracked concrete, short-term loading only9 (psi) (882) (882) (882) (882) (882) (882) (882) 176°F (80°C) Characteristic bond strength N/mm2 9.1 8.8 8.4 8.1 7.8 7.7 7.5 maximum short- term service in uncracked concrete 6,8 (psi) (1320) (1276) (1218) (1175) (1131) (1117) (1088) temperature 4,5 with Characteristic bond strength N/mm2 9.1 8 8 8.4 8.1 7.8 7.7 7,5 Threaded Rods in uncracked concrete short-term loading onl (Psi) (1320) (1276) (1218) (1175) (1131) (1117) (1088) DESIGN INFORMATION SYMBOL UNITS REINFORCING BAR SIZE 010 012 014 016 020 025 028 032 Minimum embedment h0fmjfl mm 60 70 70 80 90 100 112 128 (inch) (2.4) (2,8) (2.8) (3.2) (3.6) (3.9) (4.4) (5.0) Maximum embedment hermar mm 200 240 280 320 400 500 560 640 (inch) (7.8) (14.8) (11.0) (12.6) (15.8) (19,6) (22,0) (25.2) 110°F (43°C) Characteristic bond strength N/mm2 8.3 8.1 7.7 7.7 7.7 7.7 7.7 7.7 Maximum long- in cracked concrete 6,9 (psi) (1205) 1 (1171) (1120) 1 (1120) (1120) 1 (1120) (1120) (1120) Characteristic bond strength N/mm2 8.3 8,1 7.7 7.7 7,7 7.7 7,7 7,7 term service temperature; in cracked concrete, short-term only9 (psi) (1205) (1171) (1120) (1120) (1120) (1120) (1120) (1120) 140°F (60°C) loading Characteristic bond strength Nknm2 12.5 12.1 11.8 11.5 11.1 10.6 10,4 10,2 maximum short- term service in uncracked concrete 6.8 ' (1813) (1755) (1711) (1668) (1610) (1537) (1508) (1479) temperature 3,5 with zku, Characteristic bond strength r(/pms2 125 12,1 11,8 11.5 11.1 10.6 10.4 10.2 in uncracked concrete Rebars short-term loading orilP (1813) (1755) (1711) (1668) (1610) (1537) (1508) (1479) 110°F (43°C) Characteristic bond strength N/mm2 6.1 5.9 5.6 5.6 5.6 5.6 5.6 5.6 Maximum long- in cracked concrete 6,9 (psi) (882) (848) (814) (814) (814) (814) (814) (814) Characteristic bond strength N/mm2 6.1 5.9 5.6 5.6 5.6 5.6 5.6 5.6 term service Vkcr temperature; in cracked concrete, short-term loading only9 (psi) (882) (848) (814) (814) (814) (814) (814) (814) 176°F (80°C) Characteristic bond strength i2 9,1 8.8 8.6 8.4 8.1 7.8 7.6 7.4 maximum short- term service in uncracked concrete 6.8 (psi) (1320) (1276) (1247) (1218) (1175) (1131) (1102) (1073) temperature 4'5 with Tku,r Characteristic bond strength N/mm2 9.1 8.8 8.6 8.4 8.1 7.8 7.6 7.4 Rebars in uncracked concrete short-term loading onl (psi) (1320) (1276) (1247) (1218) (1175) (1131) (1102) (1073) Anchor Category 1 Dry concrete fld 0.65 Permissible installation Water-saturated concrete, Anchor Category 2 0.55 conditions7 Water-filled hole (flooded) Underwater (submerged) Anchor Category 2 I 3 0.55 0.45 Reduction factor for seismic tension ON,is 1.0 For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi. For SI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa. 'Bond strength values correspond to normal-weight concrete compressive strength Fc = 2,500 psi (17.2 MPa). For concrete compressive strength, Fc between 2,500 psi and 8,000 psi (17,2 MPa and 55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f's / 2,500)° [For SI: (f I 17.2)° 3j, See Section 4.1.8 of this report for bond strength determination, 2The modification factor for bond strength of adhesive anchors in lightweight concrete shall be taken as given in ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable. 3The maximum short-term service temperature may be increased to 162°F (72°C) provided characteristic bond strengths are reduced by 3 percent. Long-term and short-term temperatures meet the requirements of Section 8.5 of ACI 355.4 and Table 8.1, Temperature Category B. 4Long-term and short-term temperatures meet the requirements of Section 8.5 of ACI 355.4 and Table 8.1, Temperature Category A. 5Short-term elevated concrete temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6Characteristic bond strengths are for sustained loads including dead and live loads. 7Permissible installation conditions include dry concrete, water-saturated concrete, water-filled holes and underwater. Water-filled holes include applications in dry or water-saturated concrete where the drilled holes contain standing water at the time of anchor installation. For installation instructions see Figure 4 of this report. 813ond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. 9For structures assigned to Seismic Design Categories C, D. E or F, the tabulated bond strength values for cracked concrete do not require an additional reduction factor applied for seismic tension (ON,sejs = 1.0), where seismic design is applicable. See Section 4.1.11 of this report for requirements for seismic design. flhlfl')P)A')Ci 1OQ TABLE 12-INSTALLATION PARAMETERS FOR THREADED RODS AND REINFORCING BARS FOR POST-INSTALLED ADHESIVE ANCHORS FRACTIONAL NOMINAL ROD DIAMETER (inch) I REINFORCING BAR SIZE PARAMETER SYMBOL UNITS or #3 1/2 I /8 or #5 3/4 or #6 I8 or #7 1or#8 #9 114 #10 Threaded rod d inch 0.375 0.500 0.625 0.750 0.875 1.000 - 1.250 - outside diameter (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) - (31.8) Rebar nominal d inch 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250 outside diameter (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.7) - (31.8) Carbide drill bit nominal size dbs (d0) - inch h16 9 'l6 5 /8 ii /16 0r 3145 7 '8 1 11/8 - 1 /8 - 1 /8 1 /2 -c fr Thd Minimum heimin inch 2/ 2/4 3118 3'/2 3'/2 4 4' 'I embedment (mm) (60) (70) (79) (89) (89) (102) (114) +(635)(635)) Rod or .(1 L_fc Maximum h4f,p4 inch 71/ 10 12'/2 15 17'/2 20 221/2 Rebar fl embedment (mm) (191) (254) (318) (381) (445) (508) (572) Minimum member thickness hmin inch h4, + 11/4 h4t + 2d0 ' . hof (nn) (h0, + 30) Minimum anchor inch ii 2'I2 3'/8 33/4 4 /8 5 55/8 61/4 04 spacing 5mm (mm) (48) (64) (79) (95) (111) (127) (143) (159) (159) Minimum edge inch 1 / 21/2 3'/8 33/4 4I8 5 55/8 0 61/4 • distance Cmin (mm) (48) (64) (79) (95) (111) (127) (143) (159) (159) Max. torque' ft-lbs 15 30 60 105 125 165 200 280 280 .(dJ Max. torque (low strength rods) Tma,1 ft-lbs - 5 20 40 60 100 165 - 280 - Minimum edge inch 1/4 1/4 1/4 1/4 1/4 1/4 2 /4 2 /4 2 /4 distance, reduced4 Cmin,rej (mm) (45) (45) (45) (45) (45) (45) (70) (70) (70) Max. torque, ft-lbs 7 [5]3 14 27 47 56 74 90 126 126 reduced' METRIC NOMINAL ROD DIAMETER / REINFORCING BAR SIZE PARAMETER SYMBOL UNITS MIO 1010 M121012 014 M161016 M20 1020 M24 025 M27 028 M30 032 Threaded rod d mm 10 12 16 20 24 27 30 outside diameter (inch) (0.39) (0.47) (0.63) (0.79) (0.94) - (1.06) - (1.18) Rebar nominal outside d mm 10.0 12.0 14.0 16.0 20.0 - 25.0 - 28.0 - 32.0 diameter (inch) (0.394) (0.472) (0.551) (0.630) (0.787) (0.984) (1.102) (1.260) Carbide drill bit dbu (d0) mm 12 I 14 I 14 16 18 18 I 20 24 25 28 32 32 35 35 38 nominal size Minimum embedment hefmin mm 60 70 70 80 90 96 100 108 112 120 128 (inch) (2.4) (2.8) (2.8) (3.2) (3.6) (3.8) (3.9) (4.3) (4.4) (4.7) (5.0) Maximum embedment hermax (inch) mm 200 240 280 320 400 :410 500 540 560 600 640 (7.8) (14.8) (11.0) (12.6) (15.8) 18.8) (19.6) (21.4) (22.0) (23.6) (25.2) Minimum member thickness h mi,, mm (inch) h4f + 30 I (h4 + 1'14 ) h ef + 2d0 Minimum anchor mm 50 60 70 80 100 120 125 135 140 150 160 spacing sn'in (inch) (2.0) (2.4) (3.7) (3.2) (4.0) (4.8) (4.9) (5.3) (5.5) (5.9) (6.3) Minimum edge mm 50 60 70 80 100 120 125 135 140 150 160 distance Cmin (inch) (2.0) (2.4) (3.7) (3.2) (4.0) (4.8) (4.9) (5.3) (5.5) (5.9) (6.3) Max. torque' T., N-rn 20 40 60 80 120 160 160 180 180 200 300 Max. torque 1,3 (low Strength rod) Tmax Nm 7 20 - 40 100 160 - 180 - 200 - Minimum edge mm 45 45 45 45 45 45 45 45 70 70 70 distance, reduced4 C1n.red (inch) (1/4) 1 (1/4) (1/4) (1/4) (1/4) (1/4) (1/4) 1 (1l4) (2/4) (2/4) (2l4) Max. torque, reduced' T,,,44, N-rn 9 [7] 18 27 36 54 72 72 81 81 90 135 For pound-inch units: 1 mm = 0.03937 inch, 1 N-m = 0.7375 ft-lbf. For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. 'Torque may not be applied to the anchors until the full cure time of the adhesive has been achieved. 2These torque values apply to ASTM A36 I F1554 Grade 36 carbon steel threaded rods; ASTM F1554 Grade 55 carbon steel threaded rods; and ASTM A193 Grade B8/138M (Class 1) stainless steel threaded rods. 3These torque values apply to ASTM A193 Grade B8/B8M (Class 1)stainless steel threaded rod only. 4See Section 4.1.9 of this report for requirements of anchors installed at reduced edge distances. 5Either drill bit size listed is acceptable for threaded rod 5/8-inch diameter and rebar size No. 5. 6For any case, it must be possible for the steel anchor element to be inserted into the cleaned drill hole without resistance. 7The DEWALT DustX+ extraction system can be used to automatically clean holes drilled in concrete with a hammer-drill; drilling in dry concrete is required. E --.-.-- - ... FIGURE 2-PUREII0+ EPDXY ADHESIVE ANCHOR SYSTEM INCLUDING TYPICAL STEEL ANCHOR ELEMENTS (11! I')rvw TABLE 13 -DEVELOPMENT LENGTHS FOR COMMON REINFORCING BAR CONNECTIONS PROVIDED FOR ILLUSTRATION 1,2,3,7.8 FRACTIONAL REINFORCING BARS DESIGN INFORMATION SYMBOL REFERENCE UNITS NOMINAL REBAR SIZE (US) _____ _____ _____ #3 #4 #5 #6 #7 #8 1 #9 #10 #11 STANDARD Nominal rebar diameter d6 ASTM A615/A706, in. 0.375 0.500 0.625 0.750 0.875 1.000 1.128 1.270 1.410 Grade 60 (f 60k51)(mm (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (32.3) (35.8) Nominal rebar area Ab in2 0.11 0.20 0.31 0.44 0.60 0.79 1.00 1.27 1.56 (71) (127) (198) (285) (388) (507) (645) (817) (1006) Development length in in. 12.0 14.4 18.0 21.6 31.5 36.0 40.6 45.7 50.8 f=2,500 psi concrete 4'5 (mm) (305) (366) (457) (549) (800) (914) (1031) (1161) (1290) Development length in in. 12.0 13.1 16.4 19.7 28.8 32.9 37.1 41.7 46.3 fc 3,000 psi concrete 4'5 'd ACI 318-14 25. 32 4. . ACI 318-11 12.2.3 or (mm) (305) 1 (334) (417) (501) (730) (835) (942) (1060) (1177) Development length in in. 12.0 12.0 14.2 17.1 24.9 28.5 32.1 36.2 40.1 fc = 4,000 psi concrete 45 as applicable (mm) (305) (305) (361) (434) (633) (723) (815) (920) (1019) Development length in in. 12.0 12.0 12.0 13.9 20.3 23.2 26.2 29.5 32.8 Fc = 6,000 psi concrete 4,5 (mm) (305) (305) (305) (354) (516) (590) (666) (750) (832) Development length in in. 12.0 12.0 12.0 12.1 17.6 20.1 22.7 25.6 28.4 f=8,000 psi concrete 4'5 (mm) (305) (305) (305) (307) (443) (511) (577) (649) 1 (721) METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL REFERENCE UNITS NOMINAL REBAR SIZE ,(U) - - 010 012 014 016 020 024 025 028 032 034 036 STANDARD Nominal rebar diameter db DIN 488, BSt 500 (BS 4449: 2005) (f = 72.5 ksi) mm (in) 10 (0.394) 12 (QZ) 14.0 fl 16 Q) 20 24 (0.945) 25 984) 28 (02 32 260 34 339 36 (7' Nominal rebar area A6 mm2 78.5 113 154 201 314 452 491 616 804 908 1018 (in2) JJ 04j QQJ QJ) (0.9 (j•) (jJ) (L) Development length in mm 348 417 487 556 870 1044 1087 1217 1392 1479 1566 Fc = 2,500 psi concrete 4,6 (in) (13.7) (16.4) (19.2) (21.9) (34.2) 1 (41.1) (42.8) (47.9) (54.8) (58.2) (61.6) Development length in mm 318 381 445 508 794 953 992 1112 1271 1351 1429 f=3,0O0 psi concrete 4'6 /d ACI 318-14 25.4.2.3 or ACI 318-1112.2.3 (in) (12.5) (15.0) (17.5) (20.0) (31.3) (37.5) (39.1) (43.8) (50.0) (53.2) (56.3) Development length in mm 305 330 385 439 688 825 - 859 - 963 - 1100 - 1170 1238 4'6 4,000 psi concrete as applicable (in) (12.0) (13.0) (15.2) (17.3) (27.1) (32.5) (33.8) (37.9) (43.3) (46.0) (48.7) Development length in mm 305 305 314 359 562 674 702 786 899 955 1011 fc = 6,000 psi concrete 4'6 (in) (12.0) (12.0) (12.4) (14.2) (22.1) (26.4) (27.6) (30.9) (354) (37.6) (39.8) Development length in mm 305 305 305 311 486 584 608 681 778 827 875 fc = 8,000 psi concrete4'6 (in) (12.0) (12.0) (12.0) (12.3) (291) (20) (23.9) (26.8) (3n 63 (32.6) (34.5) DESIGN INFORMATION SYMBOL REFERENCE UNITS NOMINAL REBAR SIZE (CA - - - - ________ ________ IOM 15M 20M 25M 30M 35M STANDARD Nominal rebar diameter d6 CAN/CSAG3O.18, Grade 400 (f 58 ksi) mm _L 11.3 (0.445) 16.0 (0.630) 19.5 (0.768) 25.2 (0.992) 29.9 (1.177) 35.7 (1.406) Nominal rebar area A6 mm2 100 200 300 500 700 1000 (0.16) (0.31) (0.46) (0.77) (1.09) (1.56) Development length in mm 315 445 678 876 1041 1242 fc = 2,500 psi concrete 4,6 (in) (12.4) (17.5) (26.7) (34.5) (41.0) (48.9) Development length in mm 305 407 620 800 950 1135 3,000 psi concrete 4,6 1d ACI 318-14 25.4.2.3 or ACI 318-11 12.2.3 (in) (12.0) (16.0) (24.4) (31.5) (37.4) (44.7) Development length in mm 305 353 536 693 823 983 4'6 = 4,000 psi concrete as applicable (in) (12.0) (13.9) (21.1) (27.3) (32.4) (38.7) Development length in mm 305 305 438 566 672 802 6,000 psi concrete 4,6 (in) (12.0) (12.0) (17.3) (22.3) (26.4) (31.6) Development length in mm 305 305 379 490 582 695 rc = 8,000 psi concrete 4,6 (in) (12.0) (12.0) (19.3) (22.9) (27.4) For SI: 1 inch a 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa; for pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi. 'Calculated development lengths in accordance with Section 4.2.2 of this report and ACI 318-14 25.4.2.3 or ACI 318-1112.2.3, as applicable, for reinforcing bars are valid for static, wind, and earthquake loads. 2Calculated development lengths in SDC C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21, as applicable, and Section 4.2.4 of this report. Post-installed reinforcing bars may be installed into holes drilled with a hammer-drill (i.e. rotary impact drills or rock drills with a carbide drill bit, including hollow drill bits) or a core-drill (i.e. core drill with a diamond core drill bit). 3For Class B splices, minimum length of lap for tension lap splices is 1.31d in accordance with ACI 318-14 25.5.2 and ACI 318-11 12.15.1, as applicable. 4For lightweight concrete, A = 0.75; therefore multiply development lengths by 1.33 (increase development length by 33 percent), unless the provisions of ACI 318- 14 25.4.2.4 or ACI 318-1112.2.4 (d), as applicable, are met to permit alternate values of A (e.g for sand-lightweight concrete, A = 0.85; therefore multiply development lengths by 1.18). Refer to ACI 318-14 19.2.4orACI 318-11 8.6.1, as applicable. 5 (i.±!uz) = 2.5, qJ1=1.0, qj=1.0, qJ=0.8 for d6 s #6,1.0 for d5 > #6. Refer to ACI 318-14 25.4.2.4 or ACI 318-11 12.2.4, as applicable. db 6 (fs±) = 2.5, qj=l.O, q 0=1.0, qJ=0.8 for d6 a 19 MM, 1.0 for d6 > 19 mm. Refer to ACI 318-14 25.4.2.4 or ACI 318-1112.2.4, as applicable. 7Minimum f ' of 24 MPa is required under ADIBC Appendix L, Section 5.1.1. 6Calculations may be performed for other steel grades and concrete compressive strengths per ACI 318-14 Chapter 25 or ACI 318-11 Chapter 12, as applicable. ('l1U'V)I')A')f' 1t.OQ17 D.,.-')tA .-f')77 c = edge distance Concrete edge sspacing k \4;.S I c - Cmm S q db = nomial bar diameter, d0 = nominal hole diameter al = effective embedment, h = member thickness Non-contact lap splice Cast-in-ace d r:- .... place - -- r Development length Post installed reinforcing reinforcing bars TENSION LAP SPLICE WITH EXISTING TENSION DEVELOPMENT OF TENSION LAP SPLICE WITH REINFORCEMENT FOR FOOTING AND COLUMN, CAP OR WALL DOWELS EXISTING FLEXURAL REINFORCEMENT FOUNDATION EXTENSIONS FOR SLAB AND BEAM EXTENSIONS FIGURE 3—INSTALLATION DETAIL FOR POST-INSTALLED REINFORCING BAR CONNECTIONS (Top Pictures), EXAMPLES OF DEVELOPMENT LENGTH APPLICATION DETAILS FOR POST-INSTALLED REINFORCING BAR CONNECTIONS PROVIDED FOR ILLUSTRATION (Bottom Pictures) TABLE 14—INSTALLATION PARAMETERS FOR COMMON POST-INSTALLED REINFORCING BAR CONNECTIONS4 FRACTIONAL REINFORCING BARS PARAMETER SYMBOL UNITS NOMINALREBAR SIZE (US) ______ ______ ________ #3 #4 #5 #6 #7 #8 #9 #10 #11 Nominal hole diameter'3 d0 in. 7/ 16 /16 5 /8 3 /4 7 '8 1 1 /8 1 /8 1 /2 1/4 Effective embedment23 h in. 2 /9 to 7'/2 2/4 to 10 3'IBto12I3 31/ to 15 3'/2to17 /3 4 to 20 41/to 22'/2 5 to 25 51/to 27'/2 Nominal hole diameter'3 d0 in. 1 /2 5 /8 3 /4 1 1 /8 1/4 1 /8 1 /2 1/4 Effective embedment23 h in. 71/2 to22/2 10 to 30 12/3 to 37'/2 15 to 45 17%052% 20 to 60 22'/2 to 671/2 25 to 75 271/2 to 821/2 METRIC REINFORCING BARS PARAMETER SYMBOL UNIT NOMINAL REBAR SIZE (EU) ________________________ 020 Nominal hole diameter' d0 mm 010 I 012 I_014 I_016 14 I_16 I_18 I_20 25 024I_025I_028 32 I_32 I_I_40 _032I_034I036 I 45 Effective embedment? h mm 60 to 600170 to 720175 to 840190_to120095 to 1440 100to 15001100 toisooli 12to16801128 to 19201136 _42 to 20401144 to 2160 PARAMETER SYMBOL UNITS NOMINAL REBAR SIZE (CA) ________________________ 110M 15M 20M I 25MI30MI35M Nominal hole diameter' d0 in. 9___3 /16 1 I_11/4 I_1 _/2 I_1/4 Effective embedment2 h mm 70 to 678 _/ 8010960 90 to 1170 I 100 101512 120 to 1794 I 14010 2100 For SI: 1 inch a 25.4 mm,; for pound-inch units: 1 mm = 0.03937 inches. 'For any case, it must be possible for the reinforcing bar (rebar) to be inserted into the cleaned drill hole without resistance. 2Consideration should be given regarding the commercial availability of carbide drill bits (including hollow drill bits) and diamond core drill bits, as applicable, with lengths necessary to achieve the effective embedments for post-installed reinforcing bar connections. 4For fractional reinforcing bars where the effective embedment is listed for two nominal hole diameters, either nominal hole diameter may be used. 4lhe DEWALT DustX+ extraction system can be used to automatically clean holes drilled in concrete with a hammer-drill; drilling in dry concrete is required. rillr%')I')(V)fl 4003 PurellO+ Instruction Card DESCRIPTION:; urd1l Lee is -a high strergth.' 11)J'lb solOs epoxy aailesave which is daisdt,r save iv aiisa1ivi2iig'aard reL,w tee ,iveth,o v5iJJiUdiUJI5,i) Li tilted piulnsiw iab .Rrfcrtn ielZ,tiavr otunsanc SOS for aditonsi delelled isfonnato.. PRECAUrION: arety QLI.ssec and ctistmauis Should be used when dreIlng holes irto concrete, Los,eud sites.,, iv. 'Near stucco an sateiy ut.es wlieiiliaiidt,ojaiiij .ditpoodn; ,dheaieo Do riot sand in. sdh,,oivo aed eoaw odes duct wkieb could be inhaled, Avoid skin and eye contact. Use 'a bl05H-a006vod chemical mask to avoid respirator, discomfort if wading indoors cnn a confined ares crlf sensitive to adhesive odors. Wash hands cr crier aftected body part; with so3ip atd oxite, if sites contactoccurs Flush eves with ttenty ol water and seek inmedlane medical attemsiocs It eye contact pocus. Move to freshair f aCtsertve oderbinbo.use duooen,fer - IMPORTANT! Before using, read and review Safety Oats Sheet (SDS. This ptoduct'ccstalas crystalline silica. and as supiieddoes 'sct.pose a dust. h3zar1. IARC, ciasslfles ccystalLne silica (quatz sand )'as a taisup I carcinogen bayed sapan vvidnne ocov9 omIier,' in ..dsotrieo vdsyto there has boon long- tis., and ch,onie sxpe..,, Ni. i,sbtlonl-isiiie. d.t; s,n mlninj. qaa..y, stone cruthiro. refractory blot ant pc*terf ,tcs, This product does riot pose a dust hazard: therefore, this classification is not. risevant However. (reacted (filly cured) ajoduct is. turther roaesned (e.g sanded. drilled) be sure" to wear prope- respirator ad eje protevtkn to asr,id iealth risk. HANDLING AND STORAGE: Store in a cocl,dry, weilventilated area at len'peratures between 41°F(5°C) and 8rF t30'C). Do ncr freeze- Store and keep asai Frors, flame. heat and (gM. Keep partially used containers dosed when net in use. Protect from dairae. -- .I'r." --' '''-'.-• ':". s '. Note expirati,n date on product label beture use. Do flat use expired product. as1iaHy used cartridges may be.stored wlh hardened adhesive in the attached micing nozzle, Nê.te: if he cartridge is reused, at6ciz a new mixing nozz('and discard initial quantiti oranchorauneswe as; i.sd-00e3 mn,ns',altatlon lrss.ruthons: DEWALT onchocs0EWAiJxom 781 East Joppa Road wwwi2EWALLconi Towson, MD 21286 USA. P: (500) 524-3244 III PurellO-. opo*y syslern eeI3iib)e............ 77-71 Dispensers Cart'ldges Mucing Toot Size Cat# Type Size CaLf Ca1* Caulking 08437 0 floz. Cr83OSD PFC184080t' itiLor. ' ' 9301 Da&tute l3 Peon. 103300 COOCO erdleos OCC593DI Psielan,at 0849750 l3flU3l 1e,0 V.0!.JUL; 25b Lfuai lute 155,011.0!. LIS!USU tsttittf 0r0ie55 Pneumat bOSSUl 101340SD lanual 20.5f.oz, 08400 Qsaatatte 30.511cc. CE5-1IDI C18321S6 C8809 Pneumatic 0841S Cordless Pneumatic 50.5 foL 06438 Dualiate W.59oz. ICQ35ISD C88C9 11I.1 Get (working) times anuicurin'q tines for adhesive Temperature -base matectal Gel (working) time Full curing time 1'F 5°C 120 stinates 443 hours 50°F trc 10 minutes 24 hours 68'F 20C 25 niinutes S hosts 88°F 30'C 20 riinutes 8 tloucs 05°F 35°C 15rrinutes 'Shouts 1fl4' ilfl°C 12 rtinnle.o 4 linitis tlfl'F - 4t' tflesln,itas 4.i,n,us lass' in:espolsthn lee intsreo.tisle ha.. mat. Itnipsiatinco o piossitile Fractional anchor sizes .• . - Metric anctioraizita Hod dill. (inch) Nebar size (t4e. liruli bit blush site size (inch), (inch) drusfl lengiti (niches'., Wire brush (Cat. F) Plug size (inch) l"illtOn plug (Cat. ) Who bnasli - - Rroid. virnofr..10 Hod die, nsrs) t4ebar size (0) Urili bit size (inch) ItI'UStt brush size Iengtni [mm) (rtrslu Wire brush (Cat. #) i'sig size (11km) Vision plug (Cat #) 18 ~3k ••'" 7/18 7/15 6314 Ca284 jNIA •'IUA - 12 13 170 OFCIOtOIIO NJA N/A 1112 - 11/111 11/lb t5/s Ud2db WA WA 1 On'S chuck adaptor . tI IU 14 it 1/U UCU1PrU124I N/A N/A 4 518 5/8 &t 08275 N/A lIlA - 12 16 IS 200 0FC1670200 N/A NIP. 11/16 11/16 314 3/4 711 7a 08286 I 03278 11116 314 06258 1 08259 505 adaptor 16 -. 14 16 18 1 20 18 200 20 300 0FC1070250 DFC1670300 18 20 08259 08259 314 6 7/8 7/8 761 08300 --. Coinrecscdeirnorate 20 20 25 25 300 0FC1870480 25 08301 718 7 1 1 1't/o '1 08301 2.1 28 28 500 0F01670410 28 08303 8 l'Ie 1h/ j1/ k0a2877/3 1I 08303 . Std pioionplug 27 26 32 32 500 orcie'oaOO 53 08307 .9 li l'Ig 11'lo t'/ 08305 30 28 35 35 300 OFCIO'OOtO 35 08305 'ID 1la iV2 'l'}'/ 'I 'l 08309 -• 32 38 38 300 ut-ulu'uouu 38 08309 it the UtWALI L'L'557,+ extraction. -"stern is used tc awornaticauycieaa Vie roles cuing 0111mg. standarb vole clearing (tru5h1113 and clowng olloning drileng) is not required. loles are drilled with 'narrmer-dril (i.e. rotary impact drills or rock drills wris a carbide drill bc, inoludngthe use of hollow drill bust. i-craps case, it mist be çossbletortlie anchor to be insertedinto iiie cleaned Ciii flolewflhlotltreslstince. A bru sit extension fl.at #311254) must be, used with a steel wee trust, tor holes crsilwe deeper than ine fisted brush length, adaptors for poser tool corsne,tlons are available (or Oil cructi (C,at.F Pease) and 505 ((.aL4fV5283).. t h pastcextensticn tube (Care CV28 I or 3257) Cr llcxtble extension hose Cat#• FF12 104000D) or eculvalent approved by 'JEWALT roust be used time bostom or 113ci or Use ridiut hiatt Is trial itist.lreri with a rinsrrrj ,,uczie utly. FAR ovadnord (to r,pw.rd15 lathtutd) ioctdtstisn. roqiIn the tear otptstoe. plugs v.f,oro one iv tahitaled woTho with the ntis,, airs (see table). Hfe — Uetaptlieebie. At h.rirentaIineta(atticnersqrc the ut-cot piston plug, al-cr-cone is tabulated t,gslherviith the anchor it. and where the cmbe4nrea1 de,d, gycat, titanS inches. plastic extension tube (Ca08281 or (8297) or equisatect approved byDEWALT must be used with pistn plugs. euse of piston duos is nbc recommended for underwater instataticns where crie 5 tabutatec iccether with use anchor size. .,.u, ~ iiiiWon meters AnchorpropertyiSetting nformation i - Uoinir,sl threaded rod )_reinforcing ben site 1/2'I 04 0)tl°cr#5 314°orAt0 7/0°o#7 #5 11l.° #10 d - Threadec rod outoide darn,-ter (in.) 037C 0.500 0,020 0.750 0.075 - 1.250 - d- Nan-ttoolrctar diameter (in.) 0.37 0.500 0.020 0.75C 0.075 '1.120 - 1.25) doe (do) -t4ein1ro1 ANSI drill bit site fin.) v/i. tiis I % 'Ii Of '14 'i I N20 I.!r 1'ie f1/ herpes = Miilirrlulrl stuilveclirrunit(iticlrcs) 731 2l4 3'lo Stir 311r 4z 0 5 /recprarMuAitiulti cttilae-dtriet.t(indros) 41/2 10 12'/ IS 171T 2212 25 25 lime o Mrnmnulm ilembet tfllctnese (Inches) flvr + I W. liter' 24,,, where it,, is hole dismeter Sm', = Mirliflum spacing (IncIses) .j..... 21a '311; a;4 4/i _~e _Lt._ ..i Cm', = Mirimum edge distance (Inthex) 171& 21I 3'!; ia 4311 5 5r 6'I'It 111/4 Tmat= Maximum tongue (ft4ts.)1 15 33 bt) 105 125 1115 lbS 2W 2110 T= Maximum torque (ft-Ib.) for A36IGrede56 end Grsde55 carbon sled rods and Grade 68'B8it.l (lass 1) st&n'eaa rods' S 20 40 60 100 IGS - 260 - ces'r=Minrntss't edge distance. reduced (inches) 11/4 1 /4 Via VI. V/i 1'14 211. 21)4 21!4. TrniojeaMac1num torque (lt.4b, reduced edge' _________ 7iV' 14 27 47 56 T4 90 126 126 - - - .'' . - ''--.•." Anchorpropertyi Setting information UomnaI threaaed ro / reimorq bar size M1101 010 M12 10111 '014 1 13161 016 1 M20 1023 1 -h124. 025 -M27 026 1330 .&L d=Threadec rod outside diameter (mmr ID 12 - 6 -20 24 - 27 - 30 - d= Narnisalrebar diameter (tnmt 10 12 14 16 20 - - 25 - 28 32 daq(do)=Noinintal ISO drill bit size (mni) 121 14 14 116 18 181 20 24 I 25 28 32 32 35 35 38 herpin= Minimum enibednwint(ntni) 60 70 70 80 90 96 100 103 112 120 123 hernieaMaxfllumernbedment(niiifl) here =Mirinium 'nembenthicknesa (mm) 200 240 280 - 320 401 - frer+ 1114 here' 480 500 549 .5&) 000 - 640 dr.-ethere C',ishole diameter svysMirimum spacing (rnm) 50 60 70 80 ID) 120 125 135 140 150 160 cm',=Mirimumedqe distance (mm) 50 60 70 80 103 120 125 135 143 150 160 Taw Máximunitorque (N-mil 20 40 60 80 12) 160 160 lOt) 180 200 300 Too- Mnrho,mlnnntsltd-tn).isralcneth,AMS.c"3 7 711 to -mi 1Rfl - 11111 - 7(111 ct,ssaer = Ltinisitwsi edge distance (mm), reduced 451 451 45 451 451 451 451 45 71', 70 7)1 Tv-veers - Maainrsam torque (N m), reduced edge' 91W 18 27 36 St 72 72 8 81 90 135 'Torque ticay triaL be aja dlvi) I., d;e artulies, jul11 (lit NO our? (loin F,1 (fit ajitcuve Ii., Inept ináicved. 5T1,cse torque vatues apply It. ATM A 38 /F 15511 Grade 38 ,,arbon te,,l te-ended v-ode; ASTM F 16C4 Grad,, BE arirboa steel threaded rods; end AGTMA 133 Grade 58/M (Class 1) etaicleco etai threaded rode or caolovl.enl. lerqae nay not be applied to foe anctiore until Sits foil eure Cii,. of use adheotse hoc -tecr- aettiesed. vThewi !oraue values aptly to ASTM A 193 Grade 98/881) (Class 1) staL,fess steel threaded rod only. '3 ritl tttcnnbi 1 oi r jjAnchor v r rflj orn ap1ic-ticn nct ceOs umtpecontactiDENAL1 b.FOLLW dull bIt .othe size end enteirtent aiuire b he else ed steel hardser l lner't see Table 2 III tolerances of cathble dnllbt l,dudn hoIbeufillI 1it3 trust neet.ANS Stanctaid E21 1 uoi.,crar Prcaitlon near wjIbgbleee and atm ro1ecb0u void IrnalatiDn of d.nl durIng drillng eidFt amoval (see a tedrab, equfrrnree CEWALr Ic ,ea!nzo duu em! akns) Not nests of slardn; water it thediled ialc Ifloodod hole coctdibcn oIl the ti1ea to be reormreJ from the h10 cc seciurn compreased air et prior to clearing LU Oritrug in dry concrete Is -seornnerctac whet usIng 1o1ow cr0 zto (vacuum meet be on - -* Go fri Step 3 fir holeS tidied with DustXe extract on system ro fuithpr halo cleanv fig is requued) Orhorwia go to Slap 2a for hots cleaning 1'ustructioas -, in Uo case of an nnde,wetir, (subrterged) iostaAaVtin coirthtuon go to Step j Stvrtng from, the botoii or boolcof he thOse en bends bbw the hot clese s m&thijm - ot1uetire(axl Urea cotrizierred air nte Irsia QO p i)foral atcseo ens tsr rod sad iwo prong bar (iezarj ( LAJ ..... .El. Oslermine wire brtoh ilemster (see Table llI tot the drilad hole arni attach h- bruoi- wIth Ui etoptim to a rclery dolt tl or buttery a iow gun Busfl Ihe hole mitt the see I d WI e brush o ñü Yrr3t (2 A rruat exenolon (rupriled by DEWALT) rrutt b used for holes cnled deeper _h-lIne tstod 0 o brush length 1-si vitro timuol- clenrofee niatbe hnsedporodiraIt iurrng.ee the ritunti Bru, 2x should resist inanition t,taD-e dalled hole If nrt the bruJo ma loo snid end roust be replaced wrh tht prone beach damoter 11 e iSv are brueht Repeat Step 2a agomn by b1aAft the h615 cleans mnniruin 0 tao hines (EL) F?sp Woes fnetoed the toe saadd be ceon ord free of dust deuie oil u- therforwgn raMensl 14~ altUD.O.StEp 3.-. '3r9 264.*toj Ow We Cedii.: J_1 wthairiate 0 tur - ci r.. 0erL salt pjna 2ivCtterp.incur r1000jTLLH c1LtL )u 0)1 uk a aoj (Oil LvJ)1 lhrji) ta 0I P i Crd C t brut a flTUi Cd La)) 'jZ oatY4 Vor (?rj ''re ike'-.is Alus1 cr&tilcri (,upiliedby DEWLTllruatb ureilkrbuct mf j0 iii hi 14b1 bruitmieriplit u-roy r aiial clanieler itislbe trelel I)) 101 1/ jLr)tt a tIC, truth 04 tt-ouIrl eslstlns-ertlun mc ltedtllesitoole fort lb icu iii lao or u xnri nrrvi he j) buflter'w ereh run) 2uw-Ii Repeatep4wiagidr.byfJrit1fLefl(gtf e roo eartviitixlrMeer Repeat RInsing w fne the roe siould be cean erd free a? clu t sl oil ci therfotemgr riatettel t:Mair IlL 1) Slep'3., 110). Iotlon 1111 10111111 tRy Ill hI.iik :tdckdheahoexpi!5ttordee,cn'Cactle0e ! prcctuc,t:. Felww Sefet Oslo Shea SOSI before use Carttdgeedllesmie rernperalwe mucetbo tetasien SOF 11) F (IC C & C whet Iii isis for merfleoif apiicwiorsi arlrlige heoiv5 lerperelume naut be betwen 0 F ) F (10 32 21 wftemir isa For beat ' adhesive diopenatng erçtert nec suggested nnreun cartr1s athesmie teroperstcre Is 68 Ff20 C wi-ca in use Retovi pubtr hd gel working anti cure times. Consderstcm ahoulc begivan to the rocu eel gel (arrking) turn of time adheine on worm tempeiolu os For the pernottsd rangeo9he rio rrtelooal terrptohjre ace Table It 1locha auppliec mixing nczJe lo the certttdge Co rut mcdf he mtxerin airy way and mate ru ettte mtdig eteruermt si noble the ozrI Lose the cart legs irto etc ccrrect Ilupeuteung bol No& &woos tao a new moing nozJ rib new csttrdgea of adhesive en alao Icti all noulcintoaruptoa eireedng he publIshed gel (vecrhirg) time Cf the autiteawe :iK nor to InEdiii -pananOicr.rodar tetierirdo the driloit i-ole the x.s6,n of ti-c rerbedmenl depth has In be mookec on the en ho- Veutf arc ior elerment Is straIght and eotsiirtacdthirogo Mheatae toast be properlf morse tr srlevu publIshed prepertico Riorts diupenoirg tthreeftIlrolcusofoitlieswc v, par edhesiv gaioftiecnledho oeatlfdlope-oneatlea /11 X through the nmirg rsizlc enit ti-eadheava isa canoisterit redco!er Reuv-w the (arriring) aid cure Irracs Injeetlor of the and roe pdolsocd gel pc.rlc anctoôrhrlt (see TabIeI~Y" lithe cleoneti hole oprrcxiTeely two-list-cs foil acti rmax d odheotse stetrog from the to!tomorbeckcfafcfr! noun lubE. hkPrf robIng ro.21e I the bctbm or tie I oftheanel'rnr hUe me nit reechel silt tIre mixIng rni..de cnly (see Table tiP shelf tt'tfidterh tie nioting nczole as the tide 11110 Io amid creaflrg or pocl,ett r odo with piston pPig Mote PIston plugs n.lel to' .iseIt elte ard tached In rrleIr n)2218 Brad xtersiIoia lute foroverhread to Ipwadlf n In d)inslaftatlonaermd lacrirortut soutatlallcrta . erefaor rod stzeaa riticeted In Table III tirseltprstrn plug to taibckof the drlllac - hale and lojartos den nbd hi the method above Certng lnjecttor of the etihestCe the us on pug irli be tatuially eCtruded trot- ito dnllec i-ogtry the cd)reswe pe route 0 The one of plater plugs a uteri recriaarnendsd be omrdemwater mnJailatoar where one a I— tab.jl&el c'gotrerwth liv onchroz tee Tse II) Attdillon IJo earl it teiiacher oitrdCsii wltucxn p.mscr(olrVi enhllnsto!a(,.w lteidiolIe osimëd4LFDErnrtruser f flit en her ol-ojlrt be ee of dii greese oft ou-blt'er toicign -asiteaol FOist cleat r. Z ' threed med or r hftrrc ng oar Iris the are aor hot r011 e tumuno olightI to ernie prekbvedabibutlon of the euilaeslte intl the embedtneri tapIr In eaohe.i Cbeerje toe I cpl(wo Irking . )tttne Ensure blot the on ho element a Instated IC the spectledeorbecntel Geath Ash alve rois corrplelet/ fIt the onrniiax gap 01 tte ccnt rt sur'a e Following Irtntallotlonc/the arcooretement prmoveeuuoasn adreeve Protect heetrehoi dormant threads from fodutog with adlresta For of listoilabona tine anchor e1emestnl be restrained from nicvencrt througtroit the ate if ed cunr'mg pertod (where necessary) throigh Ito use of tcrrprrary wedges eaternel suppcets, o-aidtoer niathodo °otnrr cusltrmenta to the tioahcn ci floe anchor IJ t- II Atcuthod1eidEaoch*t-turelotheecOed l:iirtngtiouf:prbe.bapefhl my bacl(euelaalolt) '1 .. _J P L. A er ful .6rin4 of the àthv hafreëeteatatedOthercl(cramid tigttered ip tothe msxlwntoruue (ti-ole, in Ta,la III) b usng a caibruted iscqsi Mote Take care ro' to eoeed the minimum brqie 10- the aelee ad atochar Purel 10+. Post-installed Rebar COfln.ectiofl a : t, ç. (s I $ WlW'li r e slain toins, v,ail. bean. Iumis . 1 Dispensers Cartridges MiKing oni S.e Cstü Tye SI,e f.t4f (td CJ0Cil 9 flex. 083 IOSD PFCIOIOOCO Ce rd I- 13fl.OZ . 08335D 08009 C! Fneuma5 U64wesu Manual. Cordless Pneumai l96ilaz. 08298 1 Dust tube 195fLoz. 849750 03320SD 08809 Manual. PnEumaic Cordless 205 fi.oz. 0&409 Zfl tbe [20-5 9.oz. 0832180 08809 09413 0E59101 11011 fin, fl84.R t triton 011 fIn, I10251Sfl 1181108 QVI rGiftWTilikifinpi WmAn mnd,ri Pi Tresp.rat..e ni base mato-ral Gel (.nekn0) lime Fall .srrrinfime 4VF F/C 1711 ndnrrfns, 4fifsnies iOC go ,ninutnn 24 hou, 68F 20CC 25 sinrAan 8 800rs 28P 30 25 ,ninutnn it hoses 35CC 15 nsrnutss Shows 104F 100 .3 ramt.. I osrrn iser 43C lbnsin.4ex 4hosrre Linear irrlerpdatioe for toternediate base na1nr1a1 tnnrpnnntwsa Ic poasihie. N N C'. 4-C a C,, 0 C C U I LVII.] I4nleir c1parring lonbi and a cfIsnñmsThr 2niat-In11taIhd Re.har rti 1 -37 -Fractional reinforcing bar sizes - . Metric - rernrorcing bar sizes Rabat size Drill bit 6fli311 size, sins (inch) (51cr) Brusfi length (riches) Wire brush (CatW) Plug size (lelcE PlSt0n plug . (Cat#) wr;bt Rebar sac Cliii bit size Bnlsfl axe brusfl length Wire brush PlUg size Plson plog Brush exteriskn (Ill) (94) (mm) (Ins/I) (mm) (100*11 (min) (C.a.#) (mr1)(Iflcfl) (081.9) 7186 7116 6I4 08284 N/A N/A F'r1 Onllcuck adaptor scs adopter 10 10 14 .9/16 14 9/16 170 DFC8870150 (8285 NIA NA 112 1)2 6/4 05285 N// N/A 1, 16 16 7(0 DCu8702)O is I 4 bItt bl8 USUD 5)3 N/A 14 . Itt . itt - W UPL15(U4U lit - F/iA 5 3/4 3/4 P/s 08278 3/4 P1891520 Reba ccrnecti,n premitmplatonpiug - 15 (8278 - 3/4 PPC1152 6 7/8 7/8 77/b 05297 .7/9 FF08851630 16 - 20 - 20 - 3C0 SF01850330 20 PFC193152 1 I 11 002.88 I FFC*091040 20 20 25 -I 25 I 3(0 OFCI070430 OB2881 25 I IPFC109INZ 7 I I 1113 08288 1 PFC1891540 0orrp, oddr srnito 24 - 32 1 32 - 3(0 oFCIe10530 - 32 - PFC189I55E IVi, 11Iu 117/o 05290 114 FF01601550 25 25 32 I1Li 32 11/4 3(0 flFC.1117011111 (8300 32 114 PFCllM. 8 11/8 1 '/s 11'!, uazuld 114 ICIOSISSU 28 j114 1114 11/* 08278 114 PcC168155( - P 1/ 11 1174 08299 134 PfC168158C . . .., 10 V/ 1½ Il4 08208 11. FCI08i570 34 V/i 1l4 11'4 08299 1/j PFCIS#1.58( - 36 1ffthe DEWALT DustX+ exiraclInn ssteni is used Un au omathaliyclean thehcles dump ddlirsg, 9-ides are drilled with hammer-drillIng lie.. rotary trniorsat dells or rock drillU with a thrb)ce diamooxt core drill bit): 35 - 35 - 3(0 Sf01070030 - 35 - IfF0 itO Isq 30 11/2 1 1, 310 - 08291 -. 11/2 PFC1 157 -. 4fl 4fl -. 7411 0F015708]0 411 PFCl151t - 42 '. 42 - 3(0 ClC8870835 - 42 r101M187 35 V/r 1/i 3CC (8299 —: PFClMi58 45 - 45 -, 3(0 DFCIS706ID - 45 PFC109 15S. startrrd tioledearing brusrllng and bloeAeg folcwin driling)is not required dm01 bit. includling the use of hotow trill dish or coe-drllin (Le. sore drill ,it/I Ftanr cane, it rnustbe possible for the reinfaicirtt bano be inserted icrto the c(eanec hole without resistance. Abrusli extension (Cat.# 0828?) must be used with a steel wire brush for holes drilled deeper tlaii te listed brush length. 'Bush adaptors for power loot connections are avalabte for dill cirucic (Cati 08295) sod SOS (Cat.8 08283) A flexible ecterraon tube (Cat #08297) orflexb)e extension hose Cat PFC 184080Cr) or equtvalexit approved by DEWALT rrust he used with the mix ng nozzle if the bottom or beets-of tIe arsshorhole to not reached with the rrüing nozzle oily. - AJl overhead (.eupwordIy inclined) irstatattons require ire use otpistcn plags duringwhere one is tabulated togeWer with the anther -size (see toble). HIA= Not applicable. All ho&ontrl Installations require the use ,f plton plugs where one is tabulated together with the anchor sizesod wiere the embedment depth is ;reatarthon 8 nchas: S innein nstnesr-n, trr,e Fr :st a iae)WI1 nrlrnsixre eslnnsnn hOse taL5 I't-llnnfmuulor eluivalerst exorcvad be LisWAI. I most be USCO vats 0151011 01110.5. FRACTIONAL REINFORCING BARS PARAMEThR ..!1.. NOMINAL REBAR CZE (US) u, 113 1 84 OS 38 117 88 49 810 1111 Norsinat hots diameter1 d in, /w lOg 1 11/. 13/1) 11/e Effective erfbedrnen! ito st 45fii,l4 V14:0 1C 311s l012/ 3i13 1,15 34101114 410 20 41110 '4'412 310 25 5,11 to fl/n Nrs1nnl bela dtorl.lgdl , in 14 I31, I is!. 11/, 134 il/i, 111, bltilctles embedment-' her in. 714 1022'la 1UbJ 12'1318 31'-3 151045 i/41c 32'In 201080 221i to 67'4 23 to lb27'. tO 821/3 ,MTJIC ItNl'OIlCtNO DAR3 PARAMETER SYMBOL /NIT$ NOMINAL REBAR SIZE (EJ) 010 1 012 014 016 030 ] 024 025 1 028 03j 034 026 Nowlnal hole d13inbt6r d,, mm ] 32 FIfed/se *nrtient, h mm _14 _6*1 thA8flfril _18 In7)18_70115 _18 8dt8htn _20 _tYIYt5 _75 1n144(]iflOtn 1(4818_IOn _32 hin15tV1t7 _40 is1118*8_838 ln1871LtRIn _42 )4fl_t4tr21Ril _46 PARAMETER SYMEOijJNl I. 1 101sf 15h1 20M 25M 3DM 35M Nolnina!holediameter' du mm 81w I_NOMINALRCOAR 512C (CA) /e 1 1/ 1112 1'F Effect/se en1bedstent2 h.,r. mm _7Oto878J_90101170 j_lOOto1512 __120f01794 _140ts2100 or SI; 1 inch 8 25,4rim: for pound-Inch units: 'I mm = 0.0393 Inches, iFor any sase. It ntlsl te possb51 for the reinfotcin) bar (rebsr) to be inserted Into the cleaned dill hole- Without re.s(rtartce. 'Consideration should be g'wen regarding the commercial availability of carbid/ dril bits (lnduding,holtow drill bits) and dian'ond core drill bits, as applicable, with lenIhs nesseoscrry toach!eve 'he effectve embadmeots (cr port-installed reinforcing bar connections. C C' C C' C' C V C SELEC1HAMMR.DRILLINCOR:CORE DRlLUNCAS:SUITA9LE FOR APPLICATION 0 MINOR l a holeirsto the base rnateral wsti relay hammer. dnl tie pertuasisn dnl) anc a arbice 2 i 1 drll lid to the size sd enibedrssent eosiired by he selec ed renforcinQbar (sea Table \AI) — Toleran es of carbcledn I bts including hollow dnt bils must neet hNSI Standard 62121 Prtion War sutable e and slen Drc ec ltscn Avoid rnhalotrcn of cusis duma drthr ev end1orreinoal{see dust extrschor errimentb DcVi'ALTiO I nmedurtemsso,r) tsr raSP nf twrrin water inthe rinSed hnl (flnrir1r1 hrsie rinrctirirs at th ouster hire tab rsznovediom hehoe leo. eecuur, compressed air etc )aortocleanrta Onitrsg in dry concrete a recornnended when siig ho low drill bits (see ruin rsuat be on) Coto Slep3 for holes orle4w,tkltuotX " eictroct,on.ayste,n(no futtherho/e _________________ .!eoriiniriretüired). thejvwè t'eo2 rirhwleèléäoi6g ins r,cEiri n. Slatrrg fons the botom o bach of the dirtied hole blow the iole dean a minimum of two dzx.Use timec(2x) a crrpresa dairnrzle (miii CO psi) for al ages o ranf3ti1g bar (-etwr) bw2i :Lu D elerprire wire brush diameter tee Tab eVil to We dnlied hcle and allath he brush eath Ui ariatorto a rslav nIl tool or battery ew aun thush ttreticde with the selected wire brush a scr two o UJ rnnirrum Cf hires (2.x) A bash eidereicn isupplied b DEWALT) mustbe us d for lide doted oeeoec tInthe listed "Brush zr~:s10u brash lenq h Th wire brush daise(Wmusi.becheckadDwodicaltv dsriru use The bresh d reset inserton nb the iniled hele If not the bush is too small arid inu-sil.be replaced . ththeopbr.t.diameter (Lune Mrebrust).'' . ..... Repeat Step 2a spain by blowinp the hcie lean a mmrrmum of two limes (2x ReatB!OW,sr Viksen fhieued Ire hole esocid be clean and hea 0 duet d,bw oil or othar foreign nraterrJ v. Dell a hoic into Inc boec incicrol nttr core dull to tscsoo eridcr,bcdrrcnt rcqurrcd by Pro — celocted cte hardware element 8 tf Went ounUn Cy a tiruii sluis iutthuri Avusi euliusititui ulsis.sls dirirry Jruhisiy cøtrntimovaL- 11 :24.4 Startiry fern the borom o bach of the drilled hole ,ince/tua, the sob ctesn astir airMater E- 7C (atlwater [ne praceure) untl clear y.wtus-csnwe oil .Rde 2De1errnirie wire bajshdiannèter and attachtait brush with acartorto a rslav intl tool Brusi the hole with tha selected wire bush a nunirnum of two . . me(2x). ..................•... :. di-ea A bash estensica Isupplued b', DEWALT) muse be us d for hots dnlled ceeper than the listed o 2X br.jk.lenah Th wirebrushdantetermestbecheclodpenodrcallvdunrmt.se Tbebrush Z I t'oud reset inserton into the inlled hote if notthe bu h Is too small and must be replaced &llSfl 21 with the proper brush diameter (I e sew wire bwsr) Repeat Rinsing Repeat Ctep ?a epen hy nnas/9i i. hrn the hrle nleen auth eirlwatr Sterting ft boliom 6i bachotthedslledhola btowtheuolecleananrrnrurujTloflwo Ui time (2x) Use a compressed air nczl (niP CQ psi) to at sees of retnrforc ng bar (reba4 Wiea fiu1ssedtte holesiosld brictearu and baa owatacethsor or otrerfweignnaterab 0 flcpcotStcpogeAn.,y rLr1ng tho; flIc. ayuirc bntortiinimutrotmrit). 2flcpcotStcp 2dcsgon:by. blorinp thcha1bana9s1iumothvc.tiEnck).: 1Alueru S ui&ucd U c hula a suirki tjsti.lcoiii stud hcc uival dttnrs oil us uLlsr iruicryn riurslrrruid ICC-ES Evaluation Report ESR-3298 LABC and LARC Supplement Reissued July 2019 This report is subject to renewal July 2020. www.icc-es.orq I (800) 423-6587 I (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 EVALUATION SUBJECT: PUREIIO+® EPDXY ADHESIVE ANCHOR SYSTEM AND POST-INSTALLED REINFORCING BAR CONNECTION SYSTEM IN CRACKED AND UNCRACKED CONCRETE (DEWALT I POWERS) 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Purel 10+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connection System in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-3298, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Purel10+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connection System in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3298, comply with LABC Chapter 19, and LARC, and are subjected to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Purel 10+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connection System described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR-3298. The design, installation, conditions of use and labeling of the Pure110+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connection System are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-3298. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design values listed in the master evaluation report and tables are for the connection of the steel anchors and post-installed reinforcing bars to the concrete. The connection between the steel anchors or post-installed reinforcing bars and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, reissued July 2019. ]CC-ES Evaluation 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 the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 25 of 26 flhl(V)l,(vrl 1QQ D)7(-f)77 ICC-ES Evaluation Report ESR-3298 FBC Supplement Reissued July 2019 This report is subject to renewal July 2020. www.icc-es.orq I (800) 423-6587 I (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 EVALUATION SUBJECT: PUREIIO+® EPDXY ADHESIVE ANCHOR SYSTEM AND POST-INSTALLED REINFORCING BAR CONNECTION SYSTEM IN 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 Purel 10+ Epoxy Adhesive Anchor System and Post- Installed Reinforcing Bar Connections in Cracked and Uncracked Concrete, recognized in ICC-ES master evaluation report ESR-3298, has also been evaluated for compliance with the codes noted below. Applicable code editions: 2017 Florida Building Code—Building 2017 Florida Building Code—Residential 2.0 CONCLUSIONS The Purel 10+ Epoxy Adhesive Anchor System and Post-Installed Reinforcing Bar Connections in Cracked and Uncracked Concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3298, complies with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code® provisions noted in the master report. Use of the Purel 10+ epoxy adhesive anchors and Post-Installed Reinforcing Bar Connections with stainless steel threaded rod materials and reinforcing bars has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential. 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 July 2019. ]CC-ES Evaluation 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 the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as N. to any finding or other matter in this report, or as to any product covered by the report. Copyright® 2019 ICC Evaluation Service, LLC. All rights reserved. Page 26 of 26 III M010t)IM 1OQ I D-ø 071 ,',f')77 -- __ 32 (.. Innovation ;L.JRESEAR L1S -- • __ Evaluation Report ER-1 6 __ DIVISION: 050000—METALS SECTION: 05 05 23—METAL FASTENINGS REPORT HOLDER: 11W BUILDEX 1. EVALUATION SUBJECT: 11W BUILDEX TEKS® SELF-DRILLING FASTENERS 1. '2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC)Award in Excellence" A Subsidiary of 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 as an endorsement of the subject of the report or a recommendation for its use. - There is no warranty by ICC Evaluation Service, LLC, -express or implied, as to any finding or other matter in this report, or as to any product covered kv the report. --------------•11Oo-• - -• Copyrighi © 2018 ICC Evaluation Service, LLC. All rights reserved. flhI1V)I')t')r 1OQ' 7 . . ICC-ES Evaluation Report ESR-1976 Reissued July 2018 This report is subject to renewal July 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: ITW BUILDEX EVALUATION SUBJECT: ITW BUILDEX TEKS® SELF-DRILLING FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012, 2009 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 I8C code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The 11W Buildex TEKS® Self-drilling Fasteners described in this report are used in engineered or code-prescribed connections of cold-formed steel framing and of sheet steel sheathing to cold-formed steel framing. 3.0 DESCRIPTION 3.1 General: ITW Buildex TEKS® Self-drilling Fasteners are self-drilling tapping screws complying with the material, process, and performance requirements of ASTM C1513. The screws have either a hex washer head (HWH), an HWH with serrations, or a Phillips® (Type II) pan head. The screws are fully threaded, except where noted in Table 1, and the screws' threads comply with ASME B18.6.4, and the screws' drill points and flutes are proprietary and are designated as TEKS/1, TEKS/2, TEKS/3, TEKS/4, TEKS/4.5, and TEKS/5. The screws have nominal sizes of No.10 (0.190 inch), No.12 (0.216 inch), and 1/4 inch (0.250 inch), and lengths from 1/2 inch to 8 inches (12.70 mm to 203.20 mm). See Figures 1 through 3 for depictions of the screws. Table 1 provides screw descriptions (size, tpi, length), nominal diameters, head style, head diameters, point styles, drilling capacity ranges, length of load-bearing area and coatings. 3.2 Material: ITW Buildex TEKS® Self-drilling Fasteners are case- hardened from carbon steel conforming to ASTM A510, Grades 1018 to 1022, and are heat-treated and case- hardened to give them a hard outer surface necessary to cut internal, threads in the joint material. Screws are coated with corrosion preventive coating identified as Climaseal®, or are plated with electrodeposited zinc (E-Zinc) complying with the minimum corrosion resistance requirements of ASTM F1941. 3.3 Cold-formed Steel: Cold-formed steel material must comply with one of the ASTM specifications listed in Section A2.1.1 of AISI S100-12 and have the minimum specified tensile strengths shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load-bearing area (see Figure 4) and drilling capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and nored rust after 12 hours. 4.1.2 Prescriptive Design: ITW Buildex TEKS Self- drilling Fasteners described in Section 3.1 are recognized for use where ASTM C1513 screws of the same size and head style/dimension are prescribed in the IRC and in the AISI standards referenced in IBC Section 2210. 4.1.3 Engineered Design: ITW Buildex TEKS® Self- drilling Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connection must comply with Section E4 of AISI S100 (AISI-NAS for the 2006 IBC), using the nominal and allowable fastener tension and shear strength for the screws, shown in Table 5. Allowable connection strength for use in Allowable Strength Design (ASD) for pull-out, pullover, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3, and 4, respectively, based upon calculations in accordance with AISI S100 (AISI-NAS for the 2006 IBC). Instructions on how to calculate connection design strengths for use in Load Resistance Factor Design (LRFD) are found in the footnotes of these tables. The connection strength values are applicable to connections where the connected steel elements are in direct contact with one another. For connections subject to tension, the least of the allowable pullout, pullover, and fastener tension strength found in Tables 2, 3 and 5, respectively, must be used for design. (1Ir%')1')r')f I =100 I D)7'.f)77 For connections subject to shear, the lesser of the fastener shear strength and allowable shear (bearing) found in Tables 5 and 4, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and tension loading are outside the scope of this report. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Table 4 must be reduced by 20 percent (Refer to Section D1.5 of AISI S200). For screws used in applications other than framing connections, the minimum spacing between the fasteners must be three times the nominal screw diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Additionally, under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100-07 or AISI- NAS, as applicable, must be considered. Connected members must be checked for rupture in accordance with Section E6 of AISI S100-12 for the 2015 IBC (Section E5 of AISI S100-07/52-10 for the 2012 IBC; Section E5 of AISI S100-07 for the 2009 IBC). 4.2 Installation: Installation of ITW Buildex TEKS® Self-drilling Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. The screws must be installed perpendicular to the work surface, using a screw driving tool. The installation speed for 1/4-inch TEKSI3, 1/4-inch TEKS/5, and #12 TEKS/5 screws should not exceed 1,800 rpm; the installation speed for all other screws should not exceed 2,500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 The utilization of the nominal strength values contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.3 The allowable load values (ASD) specified in Section 4.1 for screws or for screw connections are not permitted to be increased for short-duration loads, such as wind or earthquake loads. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated February 2016. 7.0 IDENTIFICATION 7.1 11W Buildex TEKS® Self-drilling Fastener heads are marked with "BX" as shown in Figures 1 through 3. Each box of fasteners has a label bearing the company name (11W Buildex), fastener description (model, point type_ diameter and length), lot number, and the evaluation report number (ESR-1976). 7.2 The report holder's contact information is the following: ITW BUILDEX 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-5611 www.itwbuildex.com tech nicaI(äitwccna.com 5.0 CONDITIONS OF USE The ITW Buildex TEKS® Self-drilling Fasteners described in this report comply with, or are suitable alternatives to 0 f VMWMT7~ • [.VAW7~ (6 FIGURE WASHER la: (HWH)SERRATI ONS F LOAD BEAR NNG AREA 11-01 g~- FIGURE 3—PHILLIPS PAN HEAD ri iv,i'wi'r FIGURE 4-LENGTH OF LOAD-BEARING AREA IcQQ 07A ,-.F')77 TABLE 1-TESK® SELF-DRILLING TAPPING SCREWS' DESCRIPTION (nom. size-tpi x length) NOMINAL DIAMETER (inch) HEAD STYLE HEAD DIAMETER (inch) DRILL POINT DRILLING CAPACITY3 (in.) LENGTH OF LOAD BEARING AREA4 (inch) COATING Mm. Max. 10-16x 3/4" 0.190 HWH 0.400 TEKS/1 0.018 0.095 0.220 Climaseal 12-14 x 3/4 0.216 HWH 0.415 TEKS/1 0.018 0.095 0.205 Climaseal 1/4-14x718" 0.250 HWH 0.415 TEKS/1 0.018 0.095 0.380 Climaseal 10-16 x I/O 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.150 Climaseal 10-16x5/8" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.200 Climaseal 10-16x3/4" 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.325 Climaseal 10-16 x '/2" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.150 Climaseal 10-16x5/8" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.200 Climaseal 10-16 x 3/40 0.190 HWH 0.400 TEkS/3 0.036 0.175 0.325 Climaseal 10-16 x 1" 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 1' 0.190 Pan 0.365 TEKS/3 0.036 0.175 0.575 Climaseal 10-16 x 11/40 0.190 HWH 0.400 TEKS/3 0.036 0.175 0.825 Climaseal 10-16x 11/2 0.190 HWH 0.400 TEKS/3 0.036 0.175 1.075 Climaseal 10-16x3/4" 0.190 HWH2 0.435 TEKS/3 0.036 0.175 0.323 E-Zinc 12-14 x 3/40 0.216 HWH 0.415 TEKS/3 0.036 0.210 0.270 Climaseal 12-14 x 1" 0.216 HWH 0.415 TEKS/3 0.036 0.210 0.520 Climaseal 12-14 X 1/4 0.216 HWH 0.415 TEKS/2 0.036 0.210 0.550 Climaseal 12-14 X 1 /2 0.216 HWH 0.415 TEKS/2 0.036 0.210 0.800 Climaseal 12-14x2" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.450 Climaseal 12-14x2'/2" 0.216 HWH 0.415 TEKS/3 0.036 0.210 1.950 Climaseal 12-14x3" 0.216 HWH 0.415 TEKS/3 0.036 0.210 2.450 Climaseal 12-14 x 4" 0.216 HWH 0.415 TEKS/3 0.036 0.210 3.450 Climaseal 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.210 Climaseal /14 x 1' 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.400 Climaseal /4-14 x 11/40 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.650 Climaseal 1/14 x 11/2w 0.250 HWH 0.500 TEKS/3 0.036 0.210 0.900 Climaseal 1/4-14x2" 0.250 HWH 0.500 TEKS/3 0.036 0.210 1.400 Climaseal 1/4-14x21/2" 0.250 HWH 0.500 TEKS/3 0.036 0.210 1.900 Climaseal 1/14 x 3" 0.250 HWH 0.500 TEKS/3 0.036 0.210 2.400 Climaseal 1/14 x 4" 0.250 HWH 0.500 TEKS/3 0.036 0.210 3.400 Climaseal 1/14 x 3/40 0.250 HWH2 0.610 TEKS/3 0.036 0.210 0.250 Climaseal 1/14 x 1" 0.250 HWH 2 0.610 TEKS/3 0.036 0.210 0.500 Climaseal 12-24 x /8' 0.216 HWH 0.415 TEKS/4 0.125 0.250 0.325 Climaseal 12-24 x 11/40 0.216 HWH 0.415 TEKS/4.5 0.125 0.375 0.575 Climaseal 12-24 x 11/4"0.216 HWH 0.415 TEKS/5 0.125 0.500 0.375 Climaseal 12-24 x 11/20 0.216 HWH 0.415 TEKS/5 0.125 0.500 0.625 Climaseal 12-24 x 2" 0.216 HWH 0.415 TEKS/5 0.125 0.500 1.125 Climaseal 1/4-28x3" 0.250 HWH 0.415 TEKS/5 0.125 0.500 2.150 Climaseal 1/4-28x4" 0.250 HWH 0.415 TEKS/5 0.125 0.500 3.150 Climaseal '/4-28 x 505 0.250 HWH 0.605 TEKS/5 0.125 0.500 4.150 Climaseal 1/28 x 6"-'0.250 HWH 0.605 TEKS/5 0.125 0.500 5.150 Climaseal '/28 x 8' 0.250 HWH 0.605 TEKS/5 0.125 0.500 7.150 Climaseal For SI: inch = 25.4 mm. 'Screw dimensions comply with ASME B18.6.4 (nom. size = nominal screw size, tip = threads per inch, length = inches). 2HWH with serrations. Drilling capacity refers to the minimum and maximum total allowable thicknesses of material the fastener is designed to drill through, including any space between the layers. 4Length of load-bearing area is the total screw length minus the length from the screw point to the third full thread. See Figure 4. 5Partially threaded. r%1!r')l')rv)rl I ran Q TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (PNoT/Q), pounds-force"2'4'5 Steel F. = 45 ksi, Applied Factor of Safety, C=3.0 Screw Designation Nominal Diameter (in.) Design Thickness of Member Not in Contact with the Screw Head (in) 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 10-16 0.190 44 58 73 87 116 145 182 254 303 6 6 12-14,12-24 0.216 50 66 83 99 132 165 207 289 344 515 689 '/4-14,1/4-28 0.250 57 77 96 115 153 191 239 335 398 596 797 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 2ANSIIASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASO safety factor of 3.0 and multiply again with the LRFD ct factor of 0.5. 5For F, = 58 ksi, multiply values by 1.29; for F. = 65 ksi, multiply values by 1.44. 60utside drilling capacity limits. TABLE 3-ALLOWABLE TENSILE PULLOVER LOADS (Pov/Q), pounds-force" 2,3.4.5 Steel Fu = 45 ksi, Applied Factor of Safety, 0=3.0 Screw Designation Nominal Diameter (in.) Head or Integral Washer Diameter Design Thickness of Member in Contact with the Screw Head (in) 0.018 0.024 0.030 (in.) 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 Hex Washer Head_(HWH) 10-16 0.190 0.400 162 216 270 324 432 540 675 945 1125 6 6 12-14,12-24 0.216 0.415 168 224 280 336 1 448 560 700 980 1167 1746 2334 /4-14,1/4-28 0.250 0.500 203 270 338 405 540 675 1 844 1181 1406 2104 2813 HWH with Serrations 10-16 0.190 0.435 176 235 294 352 470 587 1 734 1028 1 1223 6 1 6 /14 0.250 0.610 203 270 338 405 540 675 1 844 1 1181 11406 12104 16 Phillips Pan Head 10-16 0.190 0.365 148 197 1 246 1 296 394 493 1 616 1 862 11027 I 6 1 6 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively must be used for design. 2ANSIIASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-over capacity for other member thickness can be determined by interpolating within the table. 4To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 4 factor of 0.5. 5For Fu = 58 ksi, multiply values by 1.29; for Fu = 65 ksi, multiply values by 1.44. 60utside drilling capacity limits. rlllrv)r)rv)n 100 07CZ TABLE 4-ALLOWABLE SHEAR (BEARING) CAPACITY (PNs/C)), pounds-force"2'3'4'5 Steel Fu = 45 ksi, Applied Factor of Safety, Q=3.0 Screw Designation Nominal Diameter (in.) Design Thickness of Member Not in Contact with the Screw Head Design Thickness of Member in Contact with the Screw Head (in) 0.018 0.024 0.030 (in) 0.036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 0.018 66 66 66 66 66 66 66 66 66 0.024 102 102 102 102 j 102 102 102 102 102 0.030 111 143 143 143 143 143 143 143 143 10-16 0.190 0.036 120 152 185 188 188 188 188 188 188 0.048 139 168 199 228 289 289 289 289 289 0.060 139 1 185 213 239 327 404 404 404 404 0.075 139 185 231 251 337 427 564 564 564 0.105 139 185 231 277 356 436 570 808 808 0.125 139 185 231 277 369 442 571 808 962 0.018 71 71 71 71 71 71 71 71 71 71 71 0.024 109 109 109 109 109 109 109 109 109 109 109 0.030 125 152 152 152 152 152 152 152 152 152 152 0.036 136 170 205 200 200 200 200 200 200 200 200 12-14 12-24 0.216 0.048 157 190 1 223 253 308 308 308 308 308 308 308 0.060 157 210 240 266 362 430 430 430 430 430 430 0.075 157 210 262 282 375 468 601 601 601 601 601 0.105 157 210 262 315 402 483 624 919 919 919 919 0.125 157 210 262 315 420 494 629 919 1094 1094 1094 0.187 157 210 262 315 420 525 642 919 1094 1636 1636 0.250 157 210 262 315 420 525 656 919 1094 1636 2187 0.018 76 76 76 76 76 76 76 76 76 76 76 0.024 117 117 117 117 117 117 117 117 117 117 117 0.030 142 1 164 164 164 164 164 164 164 164 164 164 0.036 156 193 215 215 215 215 215 215 215 215 215 0.048 182 218 253 283 331 331 331' 331 331 331 331 0.250 0.060 182 243 276 300 406 463 463 463 463 463 463 0.075 182 243 304 322 424 521 647 647 647 647 647 0.105 182 1 243 304 365 461 544 694 1063 1063 1063 1063 0.125 182 243 304 365 486 560 703 1063 1266 1266 1266 0.187 182 243 304 365 486 608 731 1063 1266 1893 1893 0.250 182 243 304 365 486 608 759 1 1063 1266 1893 2531 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively, must be used for design. 2ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable bearing capacity for other member thickness can be determined by interpolating within the table. 4 T calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 5For F = 58 ksi, multiply values by 1.29; for F. = 65 ksi, multiply values by 1.44. 6Shear values do not apply to 5, 6 and 8-inch-long 1I428 screws, due to the fact that they are not fully threaded. TABLE 5-FASTENER STRENGTH OF SCREWS" 23'4'5 SCREW DESIGNATION DIAMETER (in.) ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH Tensile, P,10 (lb) Shear, P./C1 (lb) Tensile, P (lb) Shear, P (lb) 10-16 0.190 885 573 2654 1718 12-14 0.216 1184 724 3551 2171 12-24 0.216 1 1583 885 4750 2654 /14 0.250 1605 990 4816 2970 /28 0.250 1922 1308 5767 3925 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 2For shear connection, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Table 4 and 5, respectively, must be used for design. 3See Section 4.1 for fastener spacing and end distance requirements. 4Nominal strengths are based on laboratory tests; 'To calculate LRFD values, multiply nominal strength values by the LRFD 0 factor of 0.5. p 1OQ'3