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Specifications
OFFICE COPYPPO STRUCTURAL NOTES-CaO FEEDER SYSTEM, AGILYX TIGARD ' r4,a GENERAL ►�' -(01156-7 (✓' mar 4 „n �`r 1. THE GOVERNING CODE IS THE 2014 OREGON STRUCTURAL SPECIAL 2. RISK CATEGORY II S7/4 A. IMPORTANCE FACTORS, I — d SEISMIC–LFRS&NBS 1.0 '06/10b0/91 SEISMIC-COMPONENTS 11.0 I 3. NEW CONSTRUCTION HAS BEEN DESIGNED FOR THE FOLLOWING LOADS, UNLESS NOTED OTHERWISE: A. DEAD LOADS WEIGHT OF BUILDING MATERIALS EQUIPMENT: BULK BAG DISCHARGER FRAME 2000 LBS(EMPTY) 5000 LBS(w/3000 LB VOLUMETRIC FEEDER w/HOPPER 400 LBS(OPERATING)CaO BAG ATTACHED) SCREW CONVEYOR 300 LBS(INCLUDING DISCHARGE MOTORS) OTHER EQUIPMENT,AS NOTED ON DRAWINGS B. EARTHQUAKE DESIGN DATA: LATITUDE/LONGITUDE=45.4272/-122.7589 SPECTRAL RESPONSE ACCELERATION PARAMETERS MAPPED DESIGN Ss I 0.974 Sos 0.721 Si I 0.423 Sol I 0.444 SITE CLASS=D SEISMIC DESIGN CATEGORY=D ANALYSIS PROCEDURE, EQUIVALENT LATERAL FORCE METHOD 4. UNLESS NOTED OTHERWISE, MATERIAL AND DESIGN SPECIFICATIONS CITED HEREIN SHALL BE THOSE CONFORMING TO THE VERSION OF THE APPLICABLE SPECIFICATION OR CODE MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. THESE STRUCTURAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE AISC SPECIFICATIONS. 5. DIMENSIONS SHOWN ON THE SKETCHES ARE BASED ON EXISTING DRAWINGS FURNISHED, AS WELL AS FIELD OBSERVATIONS. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS. REFER DISCREPANCIES BETWEEN OBSERVED CONDITIONS AND THE CONTRACT DOCUMENTS TO THE OWNER OR ENGINEER-OF-RECORD FOR CLARIFICATION PRIOR TO PROCEEDING WITH WORK IN THE AFFECTED AREA. 6. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE REQUIRED ON REINFORCING STEEL AND STRUCTURAL STEEL,AND SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO FABRICATION.SUBMIT ONE SET FOR REVIEW. 7. PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE APPLIED, PLACED, ERECTED, OR INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 8. PROVIDE SPECIAL INSPECTION IN ACCORDANCE WITH CHAPTER 17 OF THE OSSC AND THE APPROVED STATEMENT OF SPECIAL INPECTIONS(SEE TABLE). POST-INSTALLED ANCHORS IN CONCRETE: 1. POST-INSTALLED ANCHORS SHALL BE ACCOMPLISHED WITH AN ICC-ES APPROVED ANCHORING SYSTEM. INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND THE APPLICABLE ICC-ES REPORT. 1 PW3024-10-03-001 Rev. 0-4/5/18-IFC ASS-- C)Lk 3-d . 2. THREADED ROD ADHESIVE ANCHORS IN CONCRETE:CONSISTING OF ALL-THREAD ANCHOR ROD, NUT WASHER,AND ADHESIVE SYSTEM.ANCHOR RODS SHALL BE ASTM F1554 GR 36 ZINC PLATED PER ASTM B633 SC1 (INTERIOR CONDITIONS)OR STAINLESS STEEL(EXTERIOR CONDITIONS)PER ASTM F593 CW1/CW2(EQUIVALENT TO AISI TYPE 316), UNLESS NOTED OTHERWISE. ACCEPTABLE ADHESIVE SYSTEM IS THE HILTI HIT-HY 200 ADHESIVE SYSTEM(ESR-3187)AS MANUFACTURED BY THE HILTI FASTENING SYSTEMS, INC., OR APPROVED EQUAL. STRUCTURAL STEEL 1. STRUCTURAL STEEL: SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS NOTED OTHERWISE IN THE CONTRACT DOCUMENTS: MEMBERS STRENGTH SPECIFICATION WIDE FLANGE&TEE SHAPES Fy=50 KSI ASTM A992 CHANNELS,ANGLES, PLATES Fy=36 KSI ASTM A36 HOLLOW STRUCTURAL SECTIONS Fy=50 KSI ASTM A500 GRADE C RAISED PATTERN FLOOR PLATE NA ASTM A786 WELD FILLER METAL E70XX AWS D1.1 2. DETAILING, FABRICATION, ERECTION, IDENTIFICATION, AND PAINTING OF STRUCTURAL STEEL: A. AISC 303: CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. EXCLUDING SECTION 4.4.2. 3. STRUCTURAL STEEL FINISH: PROTECTIVE COATING SYSTEM FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS.AS A MINIMUM, MATCH EXISTING COATINGS ON ADJACENT STRUCTURAL STEEL ELEMENTS. IF IN DOUBT, CONSULT WITH OWNER'S REPRESENTATIVE OR ENGINEER OF RECORD. A. WHERE INDICATED AS HDG: HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM A123.ASSOCIATED CONNECTION MATERIAL SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123 OR A153. 4. WELDING SHALL CONFORM TO AWS D1.1: STRUCTURAL WELDING CODE-STEEL. A. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE DOING AND SHALL HAVE CURRENT AWS CERTIFICATIONS. B. COMPLETE JOINT PENERATION GROOVE WELDS: i. REMOVE RUN-OFF TABS AFTER WELD IS COMPLETE. ii. REMOVE BACKING BARS WHERE REQUIRED BY DETAIL. iii. FILLER METAL SHALL HAVE A SPECIFIED CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT+40°F. 5. HIGH STRENGTH BOLTS, MATERIAL,AND INSTALLATION: CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS ISSUED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. A. HIGH STRENGTH BOLTS:ASTM F3125 GRADE A325 TYPE 1. i. INSTALLED TO A SNUG-TIGHTENED CONDITION IN STANDARD HOLES WITH THREADS NOT EXCLUDED FROM SHEAR PLANES UNLESS NOTED OTHERWISE. ii. PRETENSIONED JOINTS, WHERE INDICATED:SHALL HAVE ALL BOLTS INSTALLED WITH THE MINIMUM PRETENSION SPECIFIED IN THE REFERENCED STANDARD. iii. SLIP-CRITICAL CONNECTIONS,WHERE INDICATED: CLASS A FAYING SURFACE WITH SLIP CHECKED AT FACTORED-LOAD LEVEL. B. ALTERNATIVE-DESIGN FASTENERS: MAY BE USED ONLY WHEN APPROVED BY THE ENGINEER OF RECORD. i. THE FASTENER MANUFACTURER SHALL SUBMIT PRODUCT INFORMATION AND INSTALLATION AND INSPECTION INSTRUCTIONS. 6. BOLT HEADS OR NUTS BEARING ON SLOPING FLANGES: INSTALL WITH BEVELED WASHERS. 2 7. ERECTION AIDS SUCH AS BOLTS, CLIPS, SHIMS, SEATS OR ANY OTHERS REQUIRED TO FACILITATE THE CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR TO DESIGN AND PROVIDE. ERECTION AIDS SHALL BE REMOVED AND DAMAGED SURFACES REPAIRED WITH PROTECTIVE COATINGS TOUCHED UP IN THE FIELD AFTER STEEL ERECTION. 8. BRACING SHALL HAVE A MINIMUM OF TWO BOLT CONNECTIONS, UNLESS NOTED OTHERWISE. BOLT CROSS BRACING AT INTERSECTIONS WITH TWO BOLT MINIMUM FOR WT AND ONE BOLT FOR ANGLES. PROVIDE FILLER PLATE BETWEEN CROSS BRACES,AS REQUIRED. 9. REPAIR DAMAGE TO SHOP COATINGS BY FIELD WELDS, FLAME CUTTING, OR HANDLING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS. 10. HAND RAIL/GUARD RAIL: PIPE 11/2 STD, UNLESS NOTED OTHERWISE, FINISHED SMOOTH AND NEAT. 11. PLATES SHALL BE BENT TRANSVERSE TO THE DIRECTION OF FINAL ROLLING. NONSHRINK GROUT 1. CEMENTITIOUS GROUT: A. NONSHRINK GROUT CONFORMING TO ASTM C1107. GROUT SHALL BE PRE- PACKAGED, PRE-BLENDED,AND NON-METALLIC. B. HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 8,000 PSI AND ALLOWABLE HEIGHT CHANGE PER ASTM C827, MAXIMUM =4%, MINIMUM = 1% C. ROUGHEN CONCRETE SUBSTRATE WITH A BUSH HAMMER TO A MINIMUM 1/4" AMPLITUDE,WASH CLEAN,AND SATURATE WITH WATER FOR 24 HOURS PRIOR TO GROUT PLACEMENT. REMOVE STANDING WATER PRIOR TO GROUT PLACEMENT. D. SURFACES IN CONTACT WITH GROUT SHALL BE FREE OF OIL, GREASE, LAITANCE,AND OTHER CONTAMINANTS. E. CUT BACK GROUT THAT IS ABOVE THE UNDERSIDE OF THE BASEPLATE TO LOWER EDGE OF THE BASEPLATE AND TAPER DOWN TO THE CONCRETE SUBSTRATE AT A 45 DEGREE ANGLE. F. ANCHOR SLEEVES: GROUT PRIOR TO PLACING GROUT BENEATH BASEPLATE ONLY WHERE REQUIRED. G. STEEL SURFACES IN CONTACT WITH GROUT TO HAVE A SSPC-SP3 POWER TOOL CLEANING 3 TABLE #1 - STATEMENT OF SPECIAL INSPECTIONS REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC 1. MATERIAL VERIFICATION OF HIGH-STENGTH BOLTS, NUTS,AND WASHERS: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS AND SPECIFIED IN THE APPROVED X CONSTRUCTION DOCUMENTS. B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X REQUIRED 2. INSPECTION OF HIGH-STRENGTH BOLTING: A. SNUG-TIGHT JOINTS X B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN- OF-NUT WITH MATCHMARKING,TWIST-OFF BOLT OR X DIRECTION TENSION INDICATOR METHODS OF INSTALLATION. C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN- OF-NUT WITHOUT MATCHMARKING OR CALIBRATED X WRENCH METHODS OF INSTALLATION. 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO X CONFORM TO AISC 360. B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE X APPROVED CONSTRUCTION DOCUMENTS. C. MANUFACTURER'S CERTIFIED TEST REPORTS. X 4. INSPECTION OF WELDING: A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: X 1) COMPLETE AND PARTIAL JOINTPENETRATION GROOVE X WELDS. 2) MUTLIPASS FILLET WELDS X 3) SINGLE-PASS FILLET WELDS >5/16". X 4) PLUG AND SLOT WELDS. X 5) SINGLE PASS FILLET WELDS s 5/16" X REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC 1. INSPECTION OF ANCHORS INSTALLED IN HARDENED X CONCRETE. (SEE NOTE 7) 4 NOTES: 1. SPECIAL INSPECTOR:A QUALIFIED PERSON WHO DEMONSTRATES HIS COMPETENCE,TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OWNER. 2. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A. OBSERVES THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPLICABLE DESIGN DRAWINGS AND SPECIFICATIONS. B. FURNISHES INSPECTION REPORTS TO THE AUTHORITY HAVING JURISDICTION, ENGINEER,AND OTHER DESIGNATED PERSONS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN, IF UNCORRECTED,TO THE PROPER DESIGN AUTHORITY AND AUTHORITY HAVING JURISDICTION. C. SUBMITS A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING CODE. 3. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR REGARDING SPECIAL INSPECTION: A. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SPECIAL INSPECTOR WHEN ITEMS NOTED ABOVE ARE TO BE INSPECTED. B. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE SPECIAL INSPECTOR ACCESS TO ITEMS REQUIRING SPECIAL INSPECTION. 4. THE TERM "CONTINUOUS,"AS STATED ABOVE, SHALL MEAN THE SPECIAL INSPECTOR IS ON THE SITE AND IN THE GENERAL AREA,AT ALL TIMES,OBSERVING THE WORK REQUIRING SPECIAL INSPECTION. 5. THE TERM"PERIODIC"MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED PERMIT PLANS AND SPECIFICATIONS. 6. SPECIAL INSPECTION IS NOT REQUIRED WHEN WORK IS PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH OSSC SECTION 1704.2.5.2.AND WHEN THE REQUIREMENTS OF OSSC 1705.2 ARE MET. 7. POST-INSTALLED ANCHORS FOR CONCRETE AND MASONRY SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION SERVICES REPORT(ICC ESR).PERIODIC SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 1705.3 OF THE OSSC TO VERIFY THAT THE ANCHOR INSTALLATION MEETS THE REQUIREMENTS OF THE APPLICABLE ICC-ESR. 5 S Z iJoi : TAk p LT- io Tie* s g2 -"71 ) 7-)1-6 "e-o(ltr'1,J4 sKiA. - Fo 114 4 312_6 1,J)-r---0, JACOBS SK-1 KG Agilyx_T-Pole© Existing (W8)Skid Beam Mar 27, 2018 at 3:20 PM 25PW3024 1-Pole @ Exist Skid.r3d z- -b- 16- 1 .. N (PRO,i E C T) X : lk ' 4A L 3=2y; -- (,J? Hss4•X4- (R&F) i eRE_F) p0 sr's s6-•—e W8x24 W: 24 W8x24 r 1- W8x24 tr W•x24 W8x24 6�an \---(1J) ass X 4 Pas` NOTE : SE-6 Su-2 1• A-LL FrR. cEA 0► i & Sror,tS sH-q-u. & F-tctD v&2,FI D • Ex t c i i rJ U G tf-G Grc t=2 c0 S kt-A-L 1 g e R E m o va--0 /4-S 2ct7 U r R /. /2 Waw WORK, /4-i\)6 RE-PLA ca D /3-F-rt 2 r�A-k 0 . 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JACOBS STRUCTURAL CALCULATIONS for agiIyH IyH Tigard, OR STYRENE CONVERSION (CALCIUM OXIDE FEEDER SUPPORT) JE Project No. 25PW3024 April 5, 2018 I hereby certify that these calculations were performed by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Oregon. Review of this project is limited to information in these details and calculations only. These details and calculations are for the project and site referenced above, and do not apply to other similar configurations at this or at a different site. No responsibility and/or liability is assumed by, or is to be assigned to, the engineer for those items beyond those shown on these details and calculations. Kweku ��., S.E. PRp s \ 7", b:nrr..7-44 74, F, A: 1711-01 4e nG ?a :tor JACOBS ENGINEERING 5005 SW Meadows Road, Suite 100 Lake Oswego,OR 97035 JACOBS Page CALCULATION SHEET of PROJECT NO.: 25PW3024 CLIENT: Agilyx CALC.NO: 01 REV.NO.: 0 PROJECT: Styrene Conversion—CaO Feeder System ORIGINATOR: KG DATE: 04-05-18 TITLE: Structural Calculations CHECKED BY: RMM DATE: 04-05-18 Table of Contents: Pages, 1. Introduction 1 2. Calculations 2 - 58 Introduction: The following calculation is for the structural support of the Calcium Oxide Feeder system, which forms part of the Styrene Conversion process, for the Agilyx facility, located in Tigard, OR. The support consists of new frames mounted on the existing SCS skid, as well as additions (modifications) to the existing Dame structural support frame. The frame and skid were re-analyzed for the additional loads introduced by the new equipment. The design is in accordance with the 2014 Oregon Structural Specialty Code(2014 OSSC). PW3024-10-06-001 Rev. 0-4/4/18-IFC -216-v2 fie 4e, 1 4 /� Q.5 /-k r o 2.! 1.r1.,�-6�- ,� zh7 n$ `N o of r YY © .9 /M) 2S'/ Cmc -1115N-1,142 ct w c`/:y : ZZ Z' _f o 4) as 'a = 79 °', `�wvs 1"e -ry- ?,)`- Li-yrt- rc+-� OR75 ( 1 1 ) 0 6'7 /c ( o'i/iiZ �''- 'v 'b� t_st - ( - �7 r pj o„'ry-,n �, .,� ) # o 4 ,�I ��M X Pic 19 d /N v-) j r nS �,� b Q ar"v ,,,''fit a d d .n s ( ?-w-y - f,; 5 ro v GSA/fir r j ��r i-! M 54/ r-t,(MN, /n9 - p .�, Q 0.7 s3-k ; -v c�i -�,?�„S _tit 04(V i r N sr" X11.V tY v Y 1j U dd amp Aq Pa>{oago ewe, ale() it)7 A9 PaJoglnv to oN laa4S ��J sacove ,„ Q(Nj 0(.5.r�f[ loafood �.� r-'�"^1 0 67 loalgnS �I r/ V � # /�COB Subject 0 /1-7��C7c.- Project 2�p�/ �0 J S Sy r r &� / Sheet No of Authored by I-64 Date 02/4 Checked by Date i ( cp7 -• w i - o f G v 1, ,.c.At. 14.4 2, o- c * ALA ) 7-1. 4`,\16 f-01.. 7 e.) S"L 4-C — J A) L a-a` - fit— c ) e--) 4--6 : 0 l P c9. ''gP4r r1 t _,oXa. ?" ) i• s- P 1 a tgwp z 0.1 (0.9-2,$) (1. o) A. c 0 . 22 ‘‘)p " e.ro,v x,Js r I , / ..._ ______,----, --...* 411 i AI ii.:*% ' 1 io . -44 i lt.-,.\.--,, ,, , 4 * - °Fr- ilf '''''''''-,.. -44 i . -goo , 'till& 4 I, _ #/, i or. .4.I°4 \To. . 44 40" Aki 1 „oairogi 1 A ‘ ...0 i.%. -141 1 ►' , 4 *4'4''''.4476CPP 4IIIIIIIII: ..401 , . r 1 /01.1* ',„: .. kt Envelope Only Solution Jacobs Engineering , SK- 1 KG Feed Pre Melt with CaO Integrated Apr 4,2018 at 2:53 PM 25PW3024 Revised Overall Structure Feed_Pre_Melt Structure w CaO... t'e X ,'**11111°11111111166'T. ; &iiip70„ Envelope Only Solution Jacobs Engineering SK-2 KG Feed Pre Melt with CaO Integrated Apr 4,2018 at 3:05 PM 25PW3024 Structure showing Newly Added Members Feed_Pre Melt Structure w CaO Z X -1z7• A •44' ssf- qte • _ x2.5x4 4Nt' co Cl) .34.3 64-.14,3 I 7-1 • /Vs, 11 6444.3 41944 Envelope Only Solution Jacobs Engineering ;SK-3 KG Feed Pre Melt with CaO Integrated Apr 4, 2018 at 3:06 PM 25PW3024 New Added Members-Shapes 1 Feed_Pra_Melt_Structure w CaO 1 z x -.21st -.075k Loads:BLC 1,CC.Op Envelope Only Solation Jacobs Engineering SK-4 KG Feed Pre Melt with CaO Integrated ;Apr 4,2018 at 3:11 PM 25PW3024 Added Operating Loads(DL) Feed Pre_Melt Structure w CaO... X (i>z x .087k .044k .23k 1 Loads:BLC 5 EU(Op Envelope OnlySolution Jacobs Engineering SK-5 KG Feed Pre Melt with CaO Integrated Apr 4, 2018 at 3:12 PM 25PW3024 , Feed_Pre_Melt Structure w CaO Z X 087k t‘,,r .044k 23k 1110. 1411171.1pp' Loads:BLC ,E-12 Op Envelope Only Solu gbh Jacobs Engineering SK-6 KG Feed Pre Melt with CaO Integrated Apr 4,2018 at 3:12 PM 25PW 3024 Feed_Pre_Meit Structure w CaO... _ X 117 ��p, � ( � / . ! ` | \ . ' / . 417 ^�mo 4vr10 Aos A23 4434. ! � sn,ampnon�aomUon Jacobs Engineering | ���- -------'----- -------- --- ---� --- SK-64 KG j Feed Pre Melt with CaO IntegratedApr 4, 2018at4:20 PM | ! ---- 25PVV�O24 �� ' ' 7 Code Chock TY 1E0T t 4: .,),< L,. 1P* 2 X l3 90-1 0 15-90 so.as f o.so (-) lioitq 03 •0‘o :Y. _441:01 )0°' • -"er. 101W- 1 0 co cn c? in tb el l' 06 z i .07.4 -N;Ci. 41104111...drill 4110P41P1414r 1 lv: ' .' 1' 0.••....4 1 0. 4,oa : 41141 ,L1-"Lallb.:1(.03 A Ao', IrIllpripv 4 4 r., , , ' Member Code Checks Displayed(Enveloped) Envelope Only Solution —— -—1 Jacobs Engineering , SK-7 KG Feed Pre Melt with CaOIntegrated :Apr 4, 2018 at 3 18 PM r 25PW3024 Overall Code Checks , Feed_Pre_Melt Structure w Ca0... I■■i1`TI ,2?, www hild.us Profis Anchor 2.7.6 Company Page. 2 Specifier Project: CaO Feeder Address: Sub-Project I Pas No.. Phone I Fax: I Date: 4/5/2018 E-Mail: 2 Load case/Resulting anchor forcesi -_._._. v Load case:Design loads 3 4 Anchor reactions[kip] Tension force:(+Tension,-Compression) Anchor Tension force force Shear force x Shear force y 1 2.660 Shear 0.000 0 935 ' 2 2.060 0.935 0.000 0,935 ' Tension 9x 3 2.060 0.935 0.000 0.935 4 2 060 0.935 0.000 0.935 max.concrete compressive strain: -['foo] max.concrete compressive stress: -[psi) - resulting tension force in(x/y)=(0.000I0.000): 8.240[kip] 1 2 resulting compression force in(x/y)=(0.000/0.000):0.000[kip] 3 Tension load .. Load Na,[kip] Capacity 4 N.[kip] Utilization pH 11J NNa Status Steel Strength* 2.060 15.761 14 OK Bond Strength" 8.240 17.558 47 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 8.240 22,423 37 OK •anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Na[kip] 4 N.[kip] N.[kip] 24.250 0 650 15.762 2 060 3.2 Bond Strength AN,[in.2] ANao[In 2] cm,[in] ;Am[in.] cu[in.] 943.57 471.66 10.859 36.000 21.324 T kung[psi] T k a[ Psi] 2,327 1,273 eet.N[in.] ty.c1.Na ea N[in 1w.c2Na ......_. ..._. 1.d1da .....,,,_.....__ W.9?,,I, attests 0.000 1.000 0.000 1.000 1.000 1.000 0.750 X, Nsa[kip] 0"enure $nonauc as 4 N.,l[kip) N.[kip] 1.000 18.003 0.650 0.750 1 000 17.558 8.240 3.3 Concrete Breakout Strength AN,[in.21 Arr<o[in 2] cam[in" C Dn.] 41 c,N 1,089.00 576 00 36.000 21,324 1.000 en.N[In. __..._..,,,.._....W.ct,N __.._ ,.u....ec2N Dn.] lii itc2,N '.......N CpN ...._.- kr 0.000 1.000 0.000 1 000 1.000 1.000 17 ..... x a NI,[kiPl 4 4 seismic 4 NciAdkipl N.[kip] 1 000 24.328 0 650 0.750 22.423 8.240 Input data and results must be checked for agreement with the eNsting conditions and far piausidiltyi PROFIS Anchor(c)20032009 HiNi AG FL-9494 Schein HOS Is a registered Trademark of Halt AG:Schoen 1 .2/ F■11`TI www.hilti.us Profis Anchor 2.7.6 Company Page: 3 Specifier° Project Cao Feeder Address Sub-Project I Pos.No.: Phone I Fax I Date'. 4/5/2018 E-Mail: 4 Shear load Load V.[kip] Capacity$V„[kip] Utilization pv■V./40 V„ Status Steel Strengths 0.935 4 889 20 OK Steel failure(with lever arm)* 0.935 1,415 67 OK Pryout Strength(Bond Strength 3.740 50.423 8 OK controls)" Concrete edge failure in direction y+'" 3.740 27.777 14 OK •anchor having the highest loading *'anchor group(relevant anchors) 4.1 Steel Strength Vu[kip] Q' 40 et 0 Vss[kip] V.[kip] 10.185 _ . 0,600 0.800 4.8890.935 4.2 Steel failure(with lever arm) I[in.] aM 1.750 2,00 NJ.Ns 1-Nu/$Ns ... M°s[ft.kip] M. Mi(1-NA Ns)[ft kip] 0.131 0.869 0.198 0,172 V;=era*Ms/b[kip] • ['V;[kip] V.[kip] 2 358 0.600 1.415 0.935 4.3 Pryout Strength(Bond Strength controls) ANa[in.2] Amoy[in.2] cNa[in.] ca,„.„[in.] ca.[in.] 943.57 471.66 10.859 36.000 21 324 T k.una[psi] t ka[PC 2,327 1,273 eci iv[in.] V act ec N[n;] V ea.w Ww N. W a,.N. ., aNwsos 0.000 1.000 0.000 1.000 1.000 1.000 0,750 X a Nb.[kip] 0 $Weide __.. .hoodoo*, di V"[kip] Vua(kiPM__._.._. 1.000 18,003 0.700 1.000 1.000 50.423 3.740 4.4 Concrete edge failure in direction y+ Is[in.] da[in.] cm[in.] Ave[in.2] Avg[in.2] 6.000 0.750 24.000 810.00 2,59200 W w.v . .. V parua,v .._-__... .w,.,ecv[in.] V acv W ev Vh.V 1.000 1.000 0.000 1.000 1.000 1.897 X a Vb[kip] 0 0 WNW __.,_.. $V09[kip] V„a[kip] 1.000 66 925 0.700 1,000 27.777 3.740 5 Combined tensionandshear loads .._ .._.._.PN_,.. ......._.l±r.._.. ..,,.:.�,,,_,.,.....:... 4 Utilization.pN.V[N Status 0.469 0.661 5/3 79 OK (1iiv= +[;V`'1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schrum Hihi is a roistered Trademark of Hilti AG Schwan I■■11`TI www.hllti.us Profis Anchor 2.7.6 Company: Page: 4 Specifier: Project: Cao Feeder Address: Sub-Project I Pos.No.: Phone I Fax Date 4/5/2018 E-Mail. 6 Warnings • The anchor design methods in PROF IS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 4/factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4,3(b),Part D.3.3.4 3(c),or Part 0.3.3.4.3(d).The connection design(shear)shall satisfy the provisions of Part D.3.3.5,3(a),Part 0.3.3.5.3(b),or Part 0.3.3 5,3(c). • Part D.3.3.4.3(b)/part 0.3.3;5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part 0.3.3.4.3(c)/part 0 3.3.5.3(b) waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part 0.3.3.4,3(d)/part D.3.3,5,3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! input data and nim bs must be checked for agreement with the existing conditions and for plausibiliyl PROFIS Anchor(Cl 2003.2009 HO AG FL-9494 Schein Hilt is a registered Trademark of Hifi AG,Selman ! _ �___- __-_- _ -_- __ TY �� i /� ' a~-~~~x (0 ' �w4�)�i—^t;' \ l3��_ ^ �' - i :::::,:,' -,,.",-, ,,,.„,,,,„,,, ,,,.1.,,,,-,,,,,,l.:,',.,- t ,, -,,, r'll::,,': 11.1 | , ,,,, .,,,,,v,„:„ ._,,,, , , ,,- )i �� �., | � | Z X; 10 Nil ihtt'N1N2 N9 rn1 : 21 IN 7 %.• Lc; • , 44 14k • r 1 19 iN17 • 0 41' N5 1 20 4949 "N 5 is) 12 1 N18 13 Envelope Only Solution _ . JACOBS SK-2 KG Agilyx Frame @ Existing Skid Beams Apr 4, 2018 at 5:00 PM 25PW3024 {Frame(42 Exist Skid...Mod 1.r3d ,Y z x I96,s, 03 X *a xi 4-1 21 co di) • i ittit v‘55t4* / k93,, 43-V: #4.90,3 434.4 1 *es Envelope Only Solution JACOBS SK-3 KG Agilyx_Frame @ Existing Skid Beams Apr 4, 2018 at 5:00 PM 25PW3024 Frame @ Exist Skid Mod 1.r3d z x -.1k 10 N2 N7 N17 N5 / 20 1 N15 4112 N18 13 Loads:BLC 2,DL Equipt(Op) Envelope Only Solution JACOBS SK-4 KG Agilyx_Frame @ Existing Skid Beams Apr 4,2018 at 501 PM 25PW3024 Frame 42)Exist Skid Mod 1.r3d 10 ‘MIPLI N 2 4058k -.029k1 N7 `i• I I \• N17 .1\15 / 19 20 N15 4112 N18 13 Loads:BLC 3,EQX Envelope Only Solution JACOBS SK-5 KG Agilyx_Frame @ Existing Skid Beams Apr 4, 2018 at 5:01 PM 25PW3024 Frame©Exist Skid_Mod 1.r3d A z N11 N2 058k N7 N 17 N5 41419 20 • I N15 4%112 N18 13 Loads:BLC 4,EQZ Envelope Only Solution JACOBS SK-6 KG Agilyx_Frame @ Existing Skid Beams Apr 4, 2018 at 5:02 PM 25PW3024 Frame @ Exist Skid Mod 1.r3d 32/ Code Chock t Env l E ' No x IIIjGlc z 55.1 o 75.50 50.75 E o So co 0 •0.0 a0 O •07 Oy .02 N O • 07 O { Member Code Checks Displayed(Enveloped) Envelope Only Solution JACOBS SK-7 KG Agilyx_Frame @ Existing Skid Beams Apr 4, 2018 at 5:13 PM 25PW3024 Frame©Exist Skid_Mod 1.r3d 3!?. 't‘ir Envelope Only SoluVen : JACOBS SK- 1 KG Agilyx_T-Pote-g Existing(W8)Skid M Apr 4, 2018 at 4:38 PM 25PW3024 T-Pole©Exist Skid.r3d 1,2/ Tke Loads BIC 2.IX,Equipt(0p) Envelope Only Solution JACOBS 1SK-2 KG Agilyx_T-Pole© Existing (W8)Skid Beam Apr 4, 2018 at 4:39 PM 125PW3024 T-Pole @ Exist Skid.r3d iz 714 44k '1/41:2 Loads BLC 3 EOX I Envelope Only Solution JACOBS i SK-3 KG Agilyx_1-Pole @ Existing(W8)Skid Beam Apr 4, 2018 at 4:40 PM 25PW3024 T-Pole @ Exist Skid.r3d 0 94/ Irmo Loads SIC 4,EOZ Envelope Only Solution JACOBS SK 4 KG Agilyx_1-Pole @ Existing (W8)Skid Beam Apr 4,2018 at 4:40 PM 25PW3024 T-Pole @ Exist Skid.r3d I IIRISA Companyner : JKACOBS Apr 4,2018 DG 5:52 PM Job esigNumber : 25PW3024 Checked By: Model Name : Agilyx T-Pole©Existing(W8)Skid Beam Joint Reactions(By Item) LC Joint Xjkj_ r Yjkj,_ Z.jk _ MX[k-ft] MY[k-1_ . MZ[k-ftl____ 1 2 N2 _ 0 .07__.. 0 -.02 0 07 3 T. .1 _b__ 0 t Q 3 'i 4 0 0 .1 4, 6 _.05 0 . 4 12 Totals: 0 .07 0 g 5 3 .1 0 0 7 1 2 COG(ft): X: .12 Y: 7.5 Z:-12.17 8 I 3 I NC1` NC S NCS i i 9 4 _� __ NC NCm NC_ RISA-3D Version 16.0.1 [I:\Agilyx\25PW3024\Engr\Struc\Calcs\RISA-3D\T-Pole©Exist Skid.r3d] Page 1 /~ x� \ � TSZ � | ' / ! ' . | ( 1 ! ( | ' { / | � | � � | . . | i ..A)4* JACOBS i -- --- |�--'-- --- --_- ''_-~ %�P�- 1 NG �F��� �-- '----'--� ~~ `-' Mar 22. 2018�d2LO0 PM 25PW3024 / �r �- T-Pnle6DExisting Dame (z x �� -.075k 7yt Loads,BIC 2,DL_Egwpt(Op} JACOBS tSK-2 KG Agilyx_T-Pole @ Existing Dh4A-E Mar 22, 2018 at 3:01 PM 25PW3024 T-Pole Q Existing Dame Supptr3d TY V16/ 0441K 1741 Loads SLC 3 EOX JACOBS SK-3 KG Agilyx_1-Pole @ Existing 14.1.4 Mar 22,2018 at 3:01 PM I 25PW3024 T-Pole(4)E)dsting Dame Suppt.r3d t ZtiV X 044k :141 Loads:8LC 4,EOZ JACOBS SK-4 KG Agilyx_1-Pole @ Existing b#01-1-Z" Mar 22, 2018 at 3:01 PM 25PW3024 T-Pole @ Existing Dame Suppt.r3d Code CtImIg Y ' A90.1 0 50.75 I Member Code Checks Displayed tEnveiopech Results for LC 1.DL 1 JACOBS !SK-5 KG Agilyx_T-Pole @ Existing A A-44 e Mar 22,2018 at 3:19 PM 25PW3024 Frame @ Exist Skid(North Beam).r.., Company : JACOBS Mar 22,2018 '-" I I I RISA Designerumber : KG 3:13 PM Job N : 25PW3024 Checked By: Model Name : Agilyx_T-Pole @ Existing Joint Reactions (By Item) LC _ Joint_Label X jkj Y.BA_ ... _.... Z[kJ, MX j!:ftj MY,Lk-ft] MZ[k-ftj._. 1 1 Ni T 0 12 ' 0 0 i r 0 0 3 3 E � � 0-- � _ 07� t�w :0� -A=1 0 �.._ :04 .11 0 0 0 0 -.76 4... 4 — 0 0 11 ._ ._ .76 � -.02 0 5 5 0 .19 —. 0 -.01 0 .04 6 1 __.Totals : 0 .12 0 7 2 0 .07 0 98 3 _ _ 11 i 0 0 00 .11 10 5 0. 19 0 11 1 COG Ift): X:-.8 Y: 5.02 Z:-12.46 1-.12 2_'__...._ X:-.35 Y:9. 5 Z:-12:32 13 3 NC NC NC 1._14 ...._4_._f NC � NC NC 15 5 j X:-.62.._ Y:6.68 Z:-12.41 RISA-3D Version 16.0.1 [C:\...\...\...\...\Agilyx\CaO Feeder System\T-Pole @ Existing Dame Suppt.r3d] Page 2 Subject Cc1 U t�r- 4:7* Project #"2-C)6"?4'1-2/4"JACOBS� .14 Sheet No sa of Authored by 144.44 Date 011/d Checked by Date / J C-11-0/1-4 4i @ 1.?t &.444-E w i It. 2, cu.)©'� Ru /3�°9 tar 3000* 6 cts Jc�- 4trrQ 4 / �-r~ rtA. A - /-14— �1Sk 4. e44 4-7)-4 z--h-&-6 rti i TOP -ft) 56 c f-o4,=r42, V r 0 '22 .?I` f 3k) G� 1` 1 �n k rk o n % M t 0. y.y` ( 13- t o,464- /P.2') e 12, 4L 4 tsj J t L04.6 /par; *~ sboo l..2s-o _ ). 2S 5 1/2 ...-51 1/2 49 16X 07/8" i!I 33 7/8 4X 05/8" op lA M fp M ti tp 1 f 1 oo 8 13/16" — -I it AFi- 4. o ,J '=i C,.u/L4 1V".) — A\i /.Z,¢-4 �i t H-4-iter -,2- t-,2,x.4 JACOBS Subject L'"A � f0 '—S.�674— Project •Zr�� O Sheet No S 3 of Authored by K4 Date T 6 Checked by Date ii-+J c4+0 2.f1 4e.= bh=`3 t 4 /J, U 12. = 2'S1 ••) r'14-&- 44_ AC-n. ©a 14% V 2 2" l s '%) y• r�-'k i .J cr o ,.1 /?tom Par'Par'r 61. Y. ) _ 0• , (1,21-4) • 7—x .2 _ 3. Sis'k /h„, r t C!-04 Li Pe,' (41) 'FA;si) c-:"Pax cit-taits /iLf r 2 0.4: 467i ) /!J J cwt.4 r t.0,4 /2 44 0 ©, 2 S < • d t k. 8y�S1 G:) NO2 1 Grt-y�++2, X72 4A4 T©-iL Lc Ica f-7c 1C7~ I4t011,.� - �-t hr nl c7 r if-t.`;- y' Tv �'%l -fI w cr. ittFr 4,J 1 R d44 r‘c,� 4) c44-011-4 4--6 /15. I 111.111 111611.1r.1 www.hittt.us Profis Anchor 2.7.6 Company: Jacobs Engineering Page: 1 Pro Specifier. KG ject: Agilyx_CaO Feeder Address: Sub-Project I Pos.No.: 25PW3024 Phone I Fax: Date: 4/4/2018 E-Mail: Specifier's comments:Bulk Bag Discharger Frame Anchors 1 Input data �A «tet° ommimexia Anchor type and diameter: HIT-HY 200+HAS-E B7 3/4 Effective embedment depth: h�f.ct=5.000 in.(hor,,,=-in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-11/Chem Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.500 in.;t=0.500 in. Hilts Grout:CB-G EG,epoxy,fc,Grout=14,939 psi Anchor plate: I,x Iv x t=8.000 in.x 8.000 In.x 0.500 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=3.000 in.x 3.000 in.x 0.250 in. Base material: cracked concrete,3000,fc'=3,000 psi;h=8.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[In.]&Loading[kip,ft.kip] Z w� 36'; 3s y. o of� ,91,40,Zte:r0,°":, 4/ Input data and results must be checked far agreement wdh the existing conditions and for plausibility' PROFIS Anchor(c)2003-2004 Hilti AG,FL-9494 Schean Mild Is a registered Trademark of Htil AG,Schaan cc, 11.1111 la.I r II www.hiltLus Profis Anchor 2.7.6 Company: Jacobs Engineering Page: 2 Specifier: KG Project: Agilyx_CaO Feeder Address: Sub-Project I Pos.No.: 25PW3024 Phone I Fax: I Date: 4/4/2018 E-Mail: 2 Load case/Resulting anchor forces Y Load case:Design loads Anchor reactions[kip] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.883 0.175 0.000 0.175 ' 2 0.883 0.175 0.000 0175 Tension `x 3 0.883 0.175 0.000 0.175 4 0.883 0.175 0.000 0.175 max.concrete compressive strain: - max.concrete compressive stress: -[psi] 1 2 resulting tension force in(x/y)=(0.000/0.000): 3.530[kip] resulting compression force in(x/y)=(0.000/0.000):0.000[kip] 3 Tension load Load Nu.NM Capacity+Na[kip] Utilization 13,,as KJ+N. Status Steel Strength* 0.883 31.357 3 OK Bond Strength** 3.530 8.420 42 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 3.530 9.479 38 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N.[kip] 0 .N.[kip] N.[kip] 41.810 0.750 31.357 0.883 3.2 Bond Strength AN.[in.2] Aro[in.21 cN.[in.] c„,,„,,,[in.] can[in.] 724.01 458.28 10.704 36.000 10.192 [psi] t k cr[Psi] 2,261 1,237 ed N[in.] w owl Na ear.[in.] y sc2 Ns W stl,Ns 41 ceNs aNains 0.000 1.000 0.000 1.000 1.000 1.000 0.750 X a Nb.[kip] $ 0 immix $nondudits 4 N..[kip] N.[kV 1.000 10.933 0.650 0.750 1.000 8.420 3.530 3.3 Concrete Breakout Strength AN,[in.2] ANco Pei c„„.„[in.] c.[in.] V c N 420.25 225.00 36.000 10.192 1.000 ect,N[in.] kV scl,N d..2,N[in.] NI in2N tli wl N IV co N 0.000 1.000 0.000 1.000 1.000 1.000 17 A.. Nb[kip] 4 IS selsrnic 4)Nog[kip] N.[kip] 1.000 10.410 0.650 0.750 9.479 3.530 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROM Anchor(C)2003.2009 Hite AG,FL-9494 Schaan HMI is a registered Trademark of KW AG Schrum s/ 1�■■11`TI www.hiltl.us Profis Anchor 2.7.6 Company: Jacobs Engineering Page: 3 Specifier. KG Project: Agilyx_CaO Feeder Address: Sub-Project I Pos.No.: 25PW3024 Phone I Fax: I Date: 4/4/2018 E-Mail: 4 Shear load Load V..[kip] Capacity+V„[kip] Utilization jlv=V„f$V. Status Steel Strength` 0.175 9.131 2 OK Steel failure(with lever arm)* 0.175 2.433 8 OK Pryout Strength(Bond Strength 0.700 24.181 3 OK controls)" Concrete edge failure in direction y+" 0.700 20.265 4 OK *anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V.[kip] 4 0 eb 0 V.a[kip] V.[kip] 17.560 0.650 0.800 9.131 0.175 4.2 Steel failure(with lever arm) I[in.] am 2.125 2.00 NJ$N. 1-N./0 N. M:[ft.kipl M,=M;(1-NJ$N.)(ft.kip] 0.028 0.972 0.341 0.331 V;"=am`M,/Ib[kiP] 0 O Vs[41 V.[kip] 3.744 0.650 2.433 0.175 4.3 Pryout Strength(Bond Strength controls) ANa[in21 ANw[in.2] cm.[in.] ca.d.[IN cagy[in.] 724.01 458.28 10.704 36.000 10.192 T kma(psi] T k,a[psi] 2,261 1,237 ect N(ic] W acl,Na er2N[in.] W..2,N. W ad Na._.. W cpNs eN.srA 0.000 1.000 0.000 1.000 1.000 1.000 0.750 A. Nb.[kip] 4 0 seismic 4 nanduckla 4 Vg4[kip] V.e NA 1.000 10.933 0.700 1.000 1.000 24.181 0,700 4.4 Concrete edge failure in direction y+ is[in.] da[in.] cat[In•] Av.[In 2] Avm[in 2] 5.000 0.750 24.000 620.00 2,592.00 W.d,y WparaIN,v ecv[in] ... W. v 41.,v Wor. 1.000 1.000 0.000 1.000 1.000 2.121 k. Vb[kip] 0 1*mum •Vth,[kip] V.[kip] 1.000 57.054 0.700 1.000 20.265 0.700 5 Combined tension and shear loads RN 9v c Utilization 13rt,v[%] Status 0.419 0.072 5/3 25 OK RNv= +1it<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 HIS AG FL-9494 Schaan HIS is a registered Trademark of HIS AG,Schaan Oil II`W'I www hifti.us Profis Anchor 2.7.6 Company: Jacobs Engineering Page: 4 Specifier: KG Project: Agilyx_CaO Feeder Address: Sub-Project I Pos.No.: 25PW3024 Phone I Fax: Date: 4/4/2018 E-Mail: 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part 0.3.3.4.3(d).The connection design(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b) waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by oto• • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG FL-9494 Schoen HIS is a registered Trademark of Hilt AG.Schaan NI`TI www.hitti.us Profis Anchor 2.7.6 Company: Jacobs Engineering Page: 5 Specifier. KG Project: Agilyx_CaO Feeder Address: Sub-Project I Pos.No.: 25PW3024 Phone I Fax: I Date: 4/4/2018 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS-E B7 3/4 Profile:Square HSS(RISC);3.000 x 3.000 x 0.250 in. Installation torque:0.100 ft.kip Hole diameter in the fixture:d,=0.813 in. Hole diameter in the base material:0.875 in. Plate thickness(input):0.500 in. Hole depth in the base material:5.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.750 in. Drilling method:Hammer drilled Cleaning:Compressed air leaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required • Dispenser including cassette and mixer • Properly sized drill bit accessories to blow from the bottom of • Torque wrench the hole • Proper diameter wire brush A 4.000 4.000 t - in -..'^. 3 .. . .........__+, a 0 i x a. N 1.250 5.500 1.250 Coordinates Anchor in. Anchor x y c,1 c+1 c. c. 1 -2,750 -2.75036.000 41.500 36.000 41.500 2 2.750 -2.750 41.500 36.000 36.000 41.500 3 -2.750 2.750 36.000 41.500 41.500 36.000 4 2.750 2.750 41.500 36.000 41.500 36.000 a �. Input data and results must be checked for agreement with the ex i PROPS Anchor(c)2003-2009 Mb AG.FL-9494 Schoen HUN is a�conditions and for of HIM A registered Trademark of HIM AG Schrum