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• Obc)12 c20NS`1 i? - Y ENGINEERING SUBMITTAL REPORT FOR RECEIVED Durham 5B2 JUN 2 2 2015 CITY OF TIGARD BUILDING DIVISION Date: 05-19-2015 Contractor: 2KG Contractors Representative: Fluid Systems, Inc. Manufacturer: Verantis Equipment: (2) CLUB3650-4R8CCB-001 350EF4101 350EF4102 Anchorage, Bracing & Seismic Calculations Submitted By: 0 SYSTEMS'"' HYDRONIC & AIR'INC `w;BV(IN6I 2®PRODUCTS Portland,OR 97232 Submittal Approved By 2KG Contractors,Inc._ Date 05/19/2015 DURHAM 5B2 Page 1 of 17 REV. DESCRIPTION SOURCE of CHANGE DATE 0 Initial Submittal 5/6/15 SEISMIC RESTRAINT VIBRATION ISOLATION SUBMITTAL CUSTOMER: VERANTIS JOB: FO# 4742 P.O. No: The following report has been performed for compliance with the applicable building codes and job specifications. Applicable Building Code: OSSC-2014 Applicable Job Specification: 001-G-008 Including Drawings: VMAB-8991 A, B R� Douglas J. Thomas �L� �° f4 4. , Professional Engineer , (3.7 '"Ity " 3 State of Oregon 4 1'x' License Number: 88389PE t ' The VMC Group s"~E ,y 11930 Brittmoore Park Drive THE V M C GROUP 6' 4s SEP � � Houston, TX 77041 The Power of Together' JANI CAGE CODE SIZE DWG NO REV 4U931 VMAB-8991 0 REN DATE:, ,� , BY DATE: SO NO. PAGE This report( 1t4j29}fgtion received and reviewed for BL 5Akij,M 5B2 107166 921V 21 1 17 seismic restraint as of date shown THE VMC GROUP Aeroilex International Isolators Amber/Booth Korfund Dynamics Vibration Mountings&Controls PROJECT JOB/DWG NUMBER REV. NO. PAGE NO. FO#4742 VMAB-8991 0 3 of 15 CUSTOMER BY DATE CHECKED DATE Verantis BL 5/6/2015 Table of Contents: Sec Description Page Stamp Cover 2 Table of Contents 3 Errors and Omissions Certificate 4 II. Table 1 : Schedule 5 III. Summary of Critical Assumptions and Directive Statements 6 IV. Purpose 6 V. Scope 6 VI. Strategy and Assumptions 7 VII. Allowable Loads 7 VIII. Seismic and/or Wind Input Loads 8 IX. Analysis Methodology 9 X. Tags: 4742-001, 004 10 XI. Anchorage/Bolting Calculations 11-12 XII. Submittal Drawings VMAB-8991-A, B 05/19/2015 DURHAM 5B2 Page 3 of 17 CERTIFICATE OF LIABILITY INSURANCE gnu "orn THIS CERTIFICATE 13 ISSUED As A MATTER OF IWORIIAT1O*1 ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDEt. lira - CERTFICATE OCES NOT AFF1RMATNELY OR NEGATIVELY MIND, EXTEND OR ALTER TtE COVERAGE AGE AFFORDED BY THE POLICES BELOW THS CERTIFICATE CF NSA#RAN'CE 00E3 NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING lrallER ib AVIHDREID REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. ISSIORTANT: if the certificate holder a /n AOD1T1ONAL INSURED,tie. oac$au)MUNI a.endon. d r SIJSROOATION IS WAILEL'4 rub}etto Os tarter and conditions of Use policy.t rrlrin policies nay require an.lorranr.nt A statement on this certified*&so net mi*rderes to OW aa/trlegr hold.r i lieu d such•rwbrsselrsnils). rwoaltso CIENIAG T IMO Mk O wArt I a riM Arms dtr.Ameba Wes,tic NewTak.IR WON Ate.. goon,AFPNINI SCO NN ARE Yr1et Id 41rd-3-14.13 INSUI.tllAc LI*10OHmdQr i122Ti NINICED eon, ae3a. A WC Grew Cams" iNINEESIC: 1MO,uproar.PARD N. sww,ran Ha n TX 7f It ssMwdrrll wNwdllr COWIRAGE1 CERTIFICATE 1ND(0811061 I REMION NUMBER:3 'illy IN TO marry'THAT 1HE POLICIES OF OOKOVOICE MAD BELOW HAVE SEEN Ht 2!1C TIE INOIMED IMI M*DQMiE:FOR THE POKY PEMO ll(i ATED HOTtlimortANOOM ANY TERM OR COMMON Of AMY COIMUCT OR 0114E1 OOCISENT ono iiEsitcr 10 micro DIN CAITIF CAft AMY RE IS,SkEb OR NAY PMtTAet THE ogguRsoICE.AI*CEDED SY TIE POLICES OE CHINEO HEIEN E StIOECr TO ILL THE TEMA& EXtu$IO/IIII Aim COgoorrKont Of$410!H OuCiE3 IlrrT$SHOYYH4 NAYH,erE MEN RE1 JEf BY PAID(SAM /rive er sr.Lsewsrote rt,rcT.uMEIN PCLINFIF MUER Nali DINCOYETH INNEI>TYYYD Lam intote mLUAeL.rrr EACH d1MR/AH COMIrNON.OEf :MW.t.WELTY PIrENtER R . - IE n rR LED (' ' PERSONAL a grim MAURY $ aft &A CiAECATE L RINILAORMINAIR INITAFMIITIO Ps! Me:3C1JCT1-a ACaC / HOMY n sr n LOC £IOSICRS.r Isldttin •.: swims,. WART = —WHEW.HD EODLY N s wY Rot sass 4 AMOR MIN Aar at IIHaRmu.Auio R EACH oaCuM EWA sans CLAtASAIRDE ACCORECATE EIEEI I I IlEtENTXNN e / W1>f.rrallM erb/<r�Ildrrl.Or > YI I 101H- TOM. ,arsrt..QY.H*L ur'[ .NV P U�NetTOre74!!osterexuartAr ' ® Y t A EL EACH AUXINT d $11R261442 I.YepI.YH4 w�UMW EL DREW-TAME = 4 k d. e vT.r o rIO uOf OPEIDATTCINt Was IL DOME-P LCYLMT s A IYRufNlunn Enonrlrq 1012WP COOt14 t$1 la 14 O?N1f13 Lint &M AO A resign Tins A Orr ms rl1121PW QlI4 at 5 1 07NT11r 13 Unit 1,011k tlognononnn or orewnrnsm rLOCA TOM,MINI=itllrrn&ebMNl.MMe/iosimH MMr.rii a suss sum is wo ie Wanes derive- Us CERTIFICATE HOLDER CANCW..ATTC#I Mrbcmtl9mttr 3HHOM.D ANY CF TIE ABOVE DESCRIBED POLICIES BE CANCTiLED BtFCIRE A MIX Group Cmpi' TIE EXPIRATION DATE THEREOF. NOTICE RILL BE DEIIV },•s 0 Eitivirre PMfI Drtie ACCORDANCE ERN TIE POLICY PROVISOES, Hen Tit 7?3 2 AIANDINIED II!PNaatmrIANt all INNIUSA1 iwN_ Chris Damon 0 BM-MID ACCRD CORPORATION. Al rights f000 Sod. ACORD28 ^" 15 The ACORDnon*and 1401414446istered matEs ofACDRD Page 4 of 17 Table 1 : Schedule Isolation System Seismic Restraint Attachment System o N Tag Qty. Mfr. Model IP z/h Attachment Equipment Qty. Qty. Qty. Method Weight (#) Per Model Per Model Per Method Tag Tag Tag Anchor: Hilti TZ-CS Floor MS-1E-400 (HDG) Dia.: 5/8" 1 10 4742-001, 4 2 Verantis CLUB 3650 1.5 0.0 Mounted 2400 MS-1E-530N 8 Same 32 Embed.: 3-1/8" 004 (Concrete) (HDG) Edge: 4" Conc.: 3000 psi Anchor: Dia.: 2 Embed.: Edge: Conc.: Anchor: Dia.: O 3 Embed.: c = Edge: > Conc.: Anchor: N Dia.: 4 Embed.: Edge: Conc.: Anchor: Dia.: 5 Embed.: Edge: Conc.: JOB: FO# 4742 4 The VMC Group S.O. No.: 107166 Bloomingdale, NJ 07403 co-13 Houston, TX 77041 01 CUSTOMER: Verantis THE VMC GROUP o The Power of Together' By Date Checked Date Dwg. No. Page Rev By Description Date BL 5/6/15 KP 5/6/2015 VMAB-8991 5 OF 15 111.711,11. THE VMC GROUP Aeroflex International Isolators A Amber/Booth-Korfund Dynamics=Vibration Mountings&Controls PROJECT JOB/DWG NUMBER REV.NO. PAGE NO. FO#4742 VMAB-8991 0 6 of 15 CUSTOMER BY DATE CHECKED DATE Verantis BL 5/6/2015 III. SUMMARY OF CRITICAL ASSUMPTIONS AND DIRECTIVE STATEMENTS: 1. This analysis does not certify that the concrete housekeeping pads, building structure, isolated or restrained equipment, or any other attached equipment, such as piping or ductwork, is capable of handling the applied seismic loads. Any non-VMC Group mounting supports, brackets, or other means of attachment must be independently certified. This calculation only certifies the seismic restraint capability of the VMC Group supplied mounting equipment and the attachment of the equipment. 2. Weight and dimensional data was provided by the customer. Information not provided for in the job specification must be verified by the building engineer. The values used in this analysis should be verified. If they vary, disregard these recommendations and notify The VMC Group of the changes. 3. All accessory attachments (pipe, conduit, etc.)to the equipment shall be attached in a manner that allows relative motion (flex, swing joint/elbow, etc.)to prevent failure due to differential movement between the equipment and attached accessory caused by seismic loading on the system. 4. Unless noted on the drawings, all drawings in this report are considered not to scale. 5. All housekeeping pads must be properly dowelled and reinforced by others to carry the seismic loads. 6. When several pieces of equipment are installed identically,the most critical one is analyzed. 7. When installing concrete expansion anchors, the anchors shall be torqued to manufacturer recommended settings to ensure maximum holding capacity in the concrete. Observe concrete edge distance and anchor spacing limitations as expressed by the anchor manufacturer or ICC-ES rating publication. For anchors installed in the underside of the slab, embedment depth must be at least one half of the slab thickness to ensure the anchor is embedded in the compression zone of the slab. 8. If isolators are supplied by The VMC Group it has been assumed that the structure supporting the isolators has a stiffness ten (10)times that of the isolator or three (3)times the natural frequency of the isolators.The equipment itself and any steel structure between the equipment and the isolators are considered rigid for calculation purposes. IV. PURPOSE: This report is submitted to Verantis for the FO#4742 project to verify that the seismic/wind restraints provided and/ or recommended by The VMC Group will safely accept loads applied from seismic forces and normal operating loads. For equipment isolated by The VMC Group, this report verifies adequate isolation per the job specification. V. SCOPE: This report covers only seismic/wind restraints, isolators, and engineering recommendations provided by The VMC Group for use as listed in Table I. This report does not cover equipment supplied by other vendors. The structural design professional must verify the adequacy of the superstructure or substructure to which The VMC Group components or specified hardware are attached. The structure must withstand the seismic loads applied at restraint locations. The following report has been performed for compliance with the applicable building codes and job specification 001-G-008. If there are any specifications or information that supersede the assumptions made herein, this analysis may be invalid, and The VMC Group must be notified for review of changes. 05/19/2015 DURHAM 5B2 Page 6 of 17 I I lb OF THE VMC GROUP Aeroflex International Isolators Amber/Booth Korfund Dynamics Vibration Mountings&Controls PROJECT JOB/DWG NUMBER REV. NO. PAGE NO. FO#4742 VMAB-8991 0 7 of 15 CUSTOMER BY DATE CHECKED DATE Verantis BL 5/6/2015 VI. STRATEGY AND ASSUMPTIONS: For the purposes of this analysis, it must be assumed that the building and its internal structure have been designed to perform as required by the adopted building code in response to an earthquake and remain intact and functioning after such an event. Per code the equipment must be restrained and not break away from its supports during an earthquake. The forces acting on a piece of equipment are the vertical and lateral forces resulting from the earthquake, the force of gravity, and the forces at the restraints that hold the equipment in place. The analysis assumes that the equipment does not move beyond the restraints during the earthquake. The acceleration at its center of gravity generate forces that must be balanced by reactions at the restraints. The code allows equipment to be analyzed as though it were a rigid component; however, factors (ap, Rp) are applied within the computation to address flexibility issues for particular equipment types or flexible mounting arrangements. Given the above, the problem can be reduced to a static analysis. The forces acting on the restraints include both shear and tensile components. The application direction of the lateral seismic acceleration can vary and is unknown. Depending on its direction, it is likely that not all of the restraints will be affected or share the load equally. This report will determine the worst case combination of forces at all restraint points for any possible direction that the acceleration can follow to ensure that the restraints are adequate. It is assumed that the equipment is designed to be strong enough to transfer the load from its center of gravity to the restraint connection points without failure. Under some instances (particularly those relating to life support issues in hospital settings) code requirements indicate that critical equipment must be seismically qualified to ensure its continued operation after a seismic event. Special care must be taken in these situations to ensure that the equipment has been certified to meet the maximum anticipated seismic load. VII. ALLOWABLE LOADS: Unless otherwise specified, allowable bolt loads are per the Manual of Steel Construction - AISC 13th Edition. All concrete is assumed to be 3000 psi. For The VMC Group products: Ratings are per test and/or analysis. For Concrete Anchors: Ratings are per ICC ESR reports or Hilti Profis 05/19/2015 DURHAM 5B2 Page 7 of 17 Fledi THE VMC GROUP Aeroflex international isolators Amber/Booth Korfund Dynamics Vibration Mountings&Controls PROJECT JOB/DWG NUMBER REV. NO. PAGE NO. FO#4742 VMAB-8991 0 8 of 15 CUSTOMER BY DATE CHECKED DATE Verantis BL 5/6/2015 VIII. SEISMIC INPUT FORCES These calculations certify that the VMC components and specified hardware, when properly installed, are capable of safely supporting a maximum seismic load based upon the LRFD/ASD load combinations from the building code or ASCE-7: LRFD ASD 1 .2D(+/-) 1 .0E 1 .0D(+/-) 0.7E 0.9D(+/-) 1 .0E 0.6D(+/-) 0.7E Where: E= pQE(+/-)0.2SDSD p= Reliability factor: taken as 1.0 for mechanical and electrical components QE = horizontal seismic force Fp SpS= Design spectral responce D= Dead load (0.2SDSD is taken in the vertical direction) Final Seismic Loading Conditions: 1: Vertical Load (Pz) = (1.2 + 0.2*Sds or 1 .0 + 0.2*Sds ) Horizontal Load (Px) = Fp 2: Vertical Load (Pz) = (0.9 - 0.2*Sds or 0.6 - 0.2*Sds) Horizontal Load (Px) = Fp Horizontal Seismic Force per ASCE7: Fp = 0.4*ap*SDs*(1+2(z/h))*Wp (Rp/lp) Where: ap = The attachment amplification factor SpS = Design Spectral Response Acc. at short period SMS = Max Earthquake Spectral Response Acc. for Short Period Fa = Site Coefficient (Use "D" if unknown) Ss = Mapped Spectral Acc. for Short Period z = Height of the equipment attachment to structure. h = Average Roof Height Rp = Component Response Modification factor Ip = Component Importance factor Wp = The operating weight of the system O . L 15 SDs = (2/3)*Sms Du IiA t5B a*Ss Page 8 of 17 • Ea THE VMC GROUP Aeroflex International Isolators Amber/Booth Korfund Dynamics Vibration Mountings&Controls PROJECT JOB/DWG NUMBER REV.NO. PAGE NO. FO#4742 VMAB-8991 0 9 of 15 CUSTOMER BY DATE CHECKED DATE Verantis BL 5/6/2015 IX. ANALYSIS METHODOLOGY These calculations follow a similar procedure as set out in ASHRAE Applications Chapter 55. Moments are taken about the center of restraints to create a free-body diagram of the restrained equipment, which is assumed to be rigid. This yields the maximum reaction loads. The calculation spreadsheet that follows uses these dimensions shown here. Restraint locations— --'8-.• Algg011PFP " A . . Ph Center of restraints-\\ • I 4 Ycg; i Yet' ./Cf • Z XJI * Xcr 1, *Y Y=0 • • H\ Xcg `I. X=0 Planview -410—Phy—ir -/-- 11,—Phx—lio- Pz Pz • hcg A Xcg End Elevation Side Elevation 05/19/2015 DURHAM 5B2 Page 9 of 17 KJ . THE VMC GROUP PROJECT JOB/DWG NUMBER REV. NO. PAGE NO. FO#4742 VMAB-8991 0 10 of 15 CUSTOMER BY DATE CHECKED DATE Verantis BL 5/6/2015 X:Tags - 4742-001, 004 ( LRFD Q ASD Calculate the maximum loading at the most critical restraint location. Mfr Verantis Model CLUB 3650 Nin. limit Actual Max. limit Ss = 0.96 ap= 2.5 From the tables: Fp/Wp= 0.322 g's 0.536 g's 1.717 g's z/h= 0.0 RID= 2 Fa= 1.12 DL E Site Class D t)= 1.5 SD,= 0.715 Load Combination 1 1.2 1 Use Group W Calc'd Seismic Design Category D Load Combination 2 0.9 Input Data Calculated Values Weight I-1cg Xcg Ycg Horiz g's 1 Vertical g's Aix 1 Pz Max i Pz Mn 2400# 38.9"- i 60.0" 24.0" 0.536 0.757 1.343 1287# 3223# l 1817# Restraint Locations y1 tx1 Ixy J1 Overturning Rigid Weight Seismic Vertical Loads Distribution Distribution 9.00" 0.00" 1521 576 936 2097 144# 134# 324 246 35.00" 0.00" ' 169 576 312 745 211 # 245# 540 396 61.00" 0.00" 169 576 -312 745 278# 355# 755 547 87.00" 0.00" 1521 576 -936 2097 - 344# 466# 970 697 87.00" 48.00" 1521 576 936 2097 -144# _ 466# 482 208 61.00" 48.00" 169 576 1 312 1 745 -211 # 355# 266 _ 58 - 35.00" 48.00" 169 576 -312 745 -278# 245# 51 -93 9.00" 48.00'—- 1521 576 -936 2097 -344# 134# -165 -243 0 0 0 0 0 0 0 0 0 ' 0 0 0 0 0 .°` — - 0 0 Theta y total lx total Ixy total J total 0# 2400# 3223 1817 159.7 deg 0.354 rad 6760 4608 0 11368 Max Reactions per Location Comp(Max Vert) 970# Tana r max #Vertical Restraints #Horizontal Restraints Tens.(Mn Vert) ^____-- 243#—__ -0.369 45.8" 8 8 Shear -2134 Concrete analysis requires a 1.3 factor per ASCE7. The reaction loads applied to the MS-1E isolator hcrease reactions by 30%and apply to anchor. fall below the allowable load ratings. Pt cons 316# Ps conc 290# Therefore, the MS-1E isolator is acceptable." Equipment is attached to concrete using: (32) 5/8"Hilti Kwik Bolt TZ-CS Isolator or equipment base with minimum: Anchor 3-1/8"embedment, 4"edge distance (By Others) ll Housekeeping Pad Minimum pad thickness of: ; Mill 6"at 3000 psi / :• :.:: ::.•::::... /r/err- Embedment Pad Depth See page VMAB-8991-A for isolator details Thickness Where applicable ` . . .. .. .. .. Edge Distance 05/19/2015 DURHAI 1582 Page 10 of 17 www.hilti.us Profis Anchor 2.5.2 Company: The VMC Group Page: 11 Specifier: Project: FO#4742 Address: 11930 Brittmoore Park Drive,Houston,TX 77041 Sub-Project I Pos.No.: 4742-001,004 Phone I Fax: 713-466-0003 I 713-466-1355 Date: 5/6/2015 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 5/8(3 1/8) �� � ' Effective embedment depth: het=3.125 in.,hove,=3.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/20131 5/1/2015 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: Ix x ly x t=9.500 in.x 8.500 in.x 0.375 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. 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) yes(D.3.3.5) Geometry[in.]&Loading[lb,in.ib] Z F+1 Q 625 4 G 3 �. i 4 .. * - -0.375 _ ,Y,. 85_, 3i s :1 . • X Input data i sijl�at be checked for agreement with the existing conditions and Jot pJ8 i i PROFIS d g! 2009 Hilti AG,FL.9494 Schaan Hilti isi a registered Tradenld �t aan Page 11 of 17 �■■III�TI www.hiiti.us Profis Anchor 2.5.2 Company: The VMC Group Page: 12 Specifier: Project: FO#4742 Address: 11930 Brittmoore Park Drive,Houston,TX 77041 Sub-Project I Pos.No: 4742-001,004 Phone I Fax: 713-466-0003 1 713-466-1355 Date: 5/6/2015 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity pv["/o] Status Tension Concrete Breakout Strength 473 3961 12/- OK Shear Concrete edge failure in direction y+ 290 2551 -/12 OK Loading ON pv Utilization/3 NA,[%] Status Combined tension and shear loads 0.119 0.114 5/3 6 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data gad Jg �]Jt be checked for agreement with the existing conditions and�Qt pA PROFIS Adtht5? 4 -2009 Hilt AG,FL-9494 Schaan Hilti is a registered TradenldfktlfRittM(P aan Page 12 of 17 • 172R-101065 1 REV.:5 I I REV. I__ DESCRIPTION I DATE BY 7/8 r 7 1/4 11 314 DIA HOLE FOR MODEL MS-1E SEISMICALLY RE STRAINED VIBRATION ISOLATOR FOR 1"DEFLECDON O 0 ATTACHMENT TO CONCRETE(4 TYP) SEISMC RATED LOAD RAT ED SPRING RATE MOUNT SIZE (1_8S) DEFLECTION (LB SIR} COLOR CODE U p l71 P 1 pl l MS-' 109 400 1.32 303 BLACK Fe 0 I MS-1E-630N 530 1.17 453 BLACKIDK BLUE 1- 21/4 LJ I i + MS-1E-650 550 1.06 620 RED 6 1/4 ii ,, ? MS-1E-SZN 825 1.07 7W RED/DI(BLUE 1 M S-4 E-1000 1000 1.00 1000 TAN 2 7/8 r (BASE PLATE) /I\ 3/4 DIA HOLE FOR MS-1E-4200N 1200 1.04 1150 TANIN(BLUE 7/8 ��1,i-} ATTACHMENT TO STEEL (2 TYP) MS-1E-1400 1100 1.00 1400 PINK II (VIEW CUT AWAY FOR CLARITY) Fes-2 1/2 3/4 1/2-13 UNC MS-1E-1700N 1700 1.10 1550 PINKIDK BLUE 4 TAPPED HOLE (3 TYP) MS-4E-2000 2000 1.11 1800 WHITE STEEL SHIM 5/8 ADJUSTING NUT (REMOVE AFTER MS-1E-2579I 2575 1.11 2313 WHITE=OK PURPLE 318 GAP SPRING ADJUSTMENT) 4 _f(1/2) F WUU11IIrr // MS-tE•28901 2980 1.11 2652 WHITE DK GREEN ff�fl �'I �C ELASTOMERIC --ff I"i SNUBBER M:::::0 T MS-15LNi 3250 104 3125 WHITE/GRAY 1/4.3/8 7 1/4 1/2 LIMIT STOP FREE I (NOT SHOWN OPERATING IN TOP VIEW HEIGHT I FOR CLARITY) MOTOR FAN ELASTOMERIC CUP ,,� (3/8)M :f,,... .1. M Mi�� N 2 4 6 8 k. s 1 1 8 17 ISOLATOR SELECTIONS NOTES: LOC 1: MS-1E-400(HDG) LOC 2: MS-1E-400(HDG) 1. ALL DIMENSIONS ARE IN INCHES,INTERPRET PER ANSI Y14. LOC 3: MS-1E-400(HDG) LOC 4: MS-1E-400(HDG) 2. STANDARD FINISH:HOUSING-POWDER COAT(COLOR:BLACK),SPRING-POWDER COAT(COLOR:SEE TABLE), HARDWARE ZINC-ELECTROPLATE. LOC 5: MS-1E-530N(HDG) LOC 6: MS-1E-530N(HDG) 3. EQUIPMENT MUST BE BOLTED OR WELDED TO THE TOP PLATE TO MEET ALLOWABLE SEISMIC RATINGS. LOC 7: MS-1E-530N(HDG) LOC 8: MS-1E-530N(HDG) 4. ISOLATOR BASE PLATE MUST BE ANCHORED TO STEEL EITHER BY WELDING OR WITH MIN(2)5/8 DIA A325 CUSTOMER EQPT.TAG: 4742-001,004 BOLTS,OR IT MUST BE ANCHORED TO CONCRETE WITH(4)5/8 DIA ANCHORS WITH ALLOWABLE LOADS OF 3800 POUNDS SHEAR AND 2100 POUNDS TENSION OR AS DIRECTED BY THE VMC GROUP. NOTE: MATERIAL SHOWN IS FOR(1)SET. 5. ALL SPRINGS ARE DESIGNED FOR 50%OVERLOAD CAPACITY. 6. REFER TO SHEET 2 OF 2 FOR INSTALLATION INSTRUCTIONS. OTHER MATERIALS,COMPOUNDS,OR FINISHES WITH EQUAL OR SUPERIOR PROPERTIES MAY BE SUBSTITUTED AS THEY BECOME AVAILABLE. CERTIFIED FOR: � SCALE MODEL MS-1E NONE wombs,. JOB NAME: FO#4742 VIBRATION ISOLATOR SHEET: •,1 CUSTOMER: Verantis WITH INTEGRAL SEISMIC RESTRAINT 1 OF 2 CUSTOMER P.O.: --- AND INTERNAL ADJUSTMENT THE VMC GROUP DRAWINGNO.: REVISION FOR 1" DEFLECTION Bloomingdale,N Together J 0740 0 107166 Bloomin dale,NJ 07403 VMAB-8991-A SALES ORDER: Houston,TX 77041 172R-101065 IREV.:5I REV. 1 DESCRIPTION DATE BY 1.READ INSTRUCTIONS IN THEIR ENTIRETY BEFORE BEGINNING INSTALLATION. I 7. THE ADJUSTMENT PROCESS CAN ONLY BEGIN AFTER THE EQUIPMENT OR MACHINE IS 0 2.ISOLATORS ARE SHIPPED FULLY ASSEMBLED AND ARE TO BE POSITIONED IN AT ITS FULL OPERATING WEIGHT. ACCORDANCE WITH THE SUBMITTAL DRAWINGS OR AS OTHERWISE v RECOMMENDED. 8. BACK OFF EACH OF THE(2)OR(4)LIMIT STOP LOCKNUTS("F")PER ISOLATOR 1/4-TO 0 3/8-INCH. Q1 3.SET ISOLATORS ON FLOOR,HOUSEKEEPING PAD,OR SUB-BASE,ENSURING THAT ALL ISOLATOR CENTERLINES MATCH THE EQUIPMENT MOUNTING HOLES.THE VMC 9. ADJUST EACH ISOLATOR IN SEQUENCE BY TURNING ADJUSTING NUT(S)"G"ONE FULL GROUP RECOMMENDS THAT THE ISOLATOR BASE PLATES("B")BE INSTALLED ON A CLOCKWISE TURN AT A TIME.REPEAT THIS PROCEDURE ON ALL ISOLATORS,ONE AT A LEVEL SURFACE. SHIM OR GROUT AS REQUIRED,LEVELING ALL ISOLATOR BASE TIME.CHECK THE LIMIT STOP LOCKNUTS("F")PERIODICALLY TO ENSURE THAT PLATES AT THE SAME ELEVATION(1/4-INCH MAXIMUM DIFFERENCE CAN BE CLEARANCE BETWEEN THE WASHER AND RUBBER GROMMET IS MAINTAINED.STOP TOLERATED). ADJUSTMENT OF AN ISOLATOR ONLY WHEN THE TOP PLATE("A")HAS RISEN JUST ABOVE THE SHIM("E"). 4.ANCHOR ALL ISOLATORS TO THE FLOOR,HOUSEKEEPING PAD,OR SUB-BASE USING THRU HOLES("C")FOR CONCRETE OR("D")FOR STEEL AS REQUIRED.USE 10.REMOVE ALL SPACER SHIMS("E"). ANCHORS MEETING THE DESIGN REQUIREMENTS SPECIFIED ON SHEET 1 OF 2. WELDING TO STEEL IS PERMITTED PROVIDING THE WELD ACHIEVES THE REQUIRED 11.FINE ADJUST ISOLATORS TO LEVEL EQUIPMENT. STRENGTH. 5.ISOLATORS ARE SHIPPED TO THE JOBSITE WITH(2)REMOVABLE SPACER SHIMS 12.ADJUST ALL LIMIT STOP LOCKNUTS("F")PER ISOLATOR TO OBTAIN 3/8-INCH GAP.THE ("E")BETWEEN THE TOP PLATE AND THE HOUSING.THESE SHIMS MUST BE IN LIMIT STOP NUTS MUST BE KEPT AT THIS 3/8-INCH GAP TO ENSURE UNIFORM BOLT PLACE WHEN THE EQUIPMENT IS POSITIONED OVER THE ISOLATORS. LOADING DURING UPLIFT(AS IN THE CASE WHEN A COOLING TOWER IS DRAINED). 6.WITH ALL SHIMS("E")IN PLACE,PLACE THE MACHINE OR EQUIPMENT ONTO TOP 13.INSTALLATION IS COMPLETE. PLATE("A")OF THE ISOLATORS.BOLT EQUIPMENT SECURELY TO THE ISOLATORS O USING MINIMUM ASTM A325 SAE GR.5)HIGH-STRENGTH BOLTS,MEETING THE p REQUIREMENTS(IF ANY)SPECIFIED ON SHEET 1 OF 2.WELDING IS PERMITTED PROVIDING THE WELD ACHIEVES THE REQUIRED STRENGTH. ("A") (•E") ("G') ("E") ("A") Opi ("E') I I-jIII MMIWA i f/, GROMMET �IF—,.._ II-- ° ' °�0% IE —1 -- ° 1!4-318 IFW.I., 1.111 i TT 4----7 ■ WASHER ("F") M H N1•∎■ M ("B•) ("C") ("D") ("C") OTHER MATERIALS,COMPOUNDS,OR FINISHES WITH EQUAL OR SUPERIOR PROPERTIES MAY BE SUBSTITUTED AS THEY BECOME AVAILABLE. CERTIFIED FOR: SCALE. NONE Womb. o JOB NAME: FO#4742 - INSTALLATION INSTRUCTIONS YY SHEET: ��'` CUSTOMER: Verantis SERIES MS AND M2S 2 OF 2 CUSTOMER P.O.: - SEISMIC ISOLATORS THE VMC GROUP DRAWINONO.: REVISION The Power of Together VMAB-8991-B SALES ORDER: 107166 Bloomingdale,NJ 07403 Houston,TX 77041 FLUID SYSTEMS, INC. STANDARD TERMS AND CONDITIONS 7.TAXES,CHARGES,SHIPPING, POINT OF FREIGHT OF SALE Any and all taxes and other charges levied or imposed by any governmental authority,foreign or domestic,upon the 1.ACCEPTANCE Equipment listed in the Company's written quotation or submittal Any and all terms,conditions,counteroffers,and other shall be for the account of Purchaser and shall not be added to the provisions(including,but not limited to,those that are added to this contract price unless so expressly stated in the quotation form.All document by stamp or are included within any other doc ument)that of the Equipment is being purchased by Purchaser F.O.B.point of are different from,are inconsistent with,or are in addition to the manufacture,unless otherwisestated in the quotation,except that if provisions in this submittal or to our standard terms and conditions any of the Equipment is manufactured off the North American are not binding on us,without our express signed consent,which Continent,then the Company shall pay all freight and insurance may be withheld in our sole discretion. costs to the point of disembarkment.Except as provided herein, Purchaser shall bear the full cost of all freight and insurance.. Any and all orders from Purchaser are subject to acceptance in writing by the Company at its executive office only. 8.TESTING AND INSPECTION Acceptance by Purchaser of any equipment,goods,drawings,or All Equipment is tested and inspected when deemed services from the Company shall constitute acceptance by necessary by the Manufacturer at the time of manufacture and Purchaser of all of tie Companys standard terms and conditions of before delivery.If Purchaser requires its own inspection or wants to sale.No terms or conditions appearing in Purchaser's order that are witness any regular Manufacturer testing but fails to do so after at variance with or contrary to any of the Company's standard terms having been given 3 work days notice in writing by the Company, and conditions of sale shall be binding upon the Company unless then the test and inspection will proceed in Purchaser's absence, specifically agreed to by the Company in writing. will be deemed to have been made in Purchaser's presence,and 2.DEFINITIONS Purchaser shall be bound thereby. As used herein"Company'means Fluid Systems,Inc. If any tests not normally performed by the Manufacturer "Contract"means the legal agreement arising from Purchaser's are requested by Purchaser to determine the performance of any acceptance of the Company's written quotation or submittal and its Equipment,then such test procedure must be acceptable to the attachments,including,but not limited to,all of the Company's Company and Manufacturer and Purchaser shall pay the Company standard terms and conditions of sale;"Services"means only the the full cost of any and all such tests. erection,installation,supervision,testing and commissioning specifically set forth and described in the Company's quotation or Furthermore,the Company shall,upon Purchaser's submittal and its attachments;"Equipment"means only the written request,arrange for inspection by Purchaser of the equipment and goods specifically set forth and described in the Equipment at a time specified by the Company.All costs of all such Company's quotation or submittal and its attachments;and, inspections shall to paid by the Purchaser. "Purchaser"means the purchaser whose name is set forth in the Company's quotation or sr.mittal and its attachments. Purchaser shall inspect all Equipment promptly after receipt thereof and shall notify the Company in writing of any and all 3.PERFORMANCE claims.including,but not limited to,any and all claims for breach of Any performance figures given in the Company's warranty,within 30 days after Purchaser discovers or should have quotation or submittal are based upon the Company's experience discovered the facts upon which such claim is based.Failure by and reflect test results.The Company does not give any guarantee Purchaser to give written notice of any such claim within the time either directly or implicitly as b any performance in Purchaser's period shall be deemed a waiver of all such claims. application or specifications,unless specifically agreed to by the Company in writing.with all such application specifications being 9.SHIPMENT and remaining the exclusive responsibility of Purchaser. The Manufacturer will use its best efforts to ship the Equipment by the estimated date,but the Company shall not be 4.SUB-CONTRACT liable for any damages or otherwise for any failure to do so, The Company may,to satisfy any contract made regardless of the cause.The Manufacturer has the sole right to pursuant to the Company's quotation or submittal,manufacture,in select the form of transportation for the Equipment. whole or in part,any Equipment or it may purchase any Equipment outright,or the Company may place an order or orders for the The Company shall not be liable for any delay or manufacture of any Equipment,without any reference to the damages caused by any delivery, failure to deliver.or otherwise Purchaser. when any delivery has been made impractical by or when such damages are caused by any fire,flood,riot,war,labor stoppages, 5. INSTALLATION AND ASSEMBLY difference with employees,accidents.acts of God,failure or inability It is specifically understood and agreed that the to secure materials from usual sources of supply,or any other Company is only the supplier of certain Equipment and shall have circumstances beyond the Company's reasonable control,either of no responsibility whatsoever for the assembly and installation of any the foregoing nature or of any other nature.Delivery to the initial Equipment at Purchaser's place of business or job site,unless the carrier shall constitute delivery to Purchaser.The Company's Company is specifically contracted in writing to do so.All Equipment responsibility ceases upon delivery of the Equipment in good order shall be assembled and installed by Purchaser at its sole expense to the initial carrier F.O.B.place of manufacture. All equipment is and in accordance with erection drawings that the Crinpany shall shipped at Purchaser's sole risk. furnish to Purchaser,free of charge. The Company reserves the right to ship in advance of 6. PRICE ADJUSTMENTS any of Purchaser's request dates,except those dates stipulated in If this quotation or submittal includes any Equipment writing"Not Before."Should shipment be held beyond the not manufactured by the Company,then the Company reserves the scheduled date for the convenience of Purchaser,then the right to pass on to Purchaser any and all increases in charges Company reserves the right to bill immediately for all Equipment incurred by the Company in obtaining such Equipment. 10/05 05/19/2015 DURHAM 5B2 Page 15 of 17 and to charge Purchaser for all reasonable expenses incident to THE PROVISIONS OF THIS WARRANTY such delay. PARAGRAPH ARE THE COMPANY'S SOLE WARRANTY OBLIGATION. THERE ARE NO OTHER REMEDIES OR 10. CLAIMS FOR ERRORS OR DAMAGES IN WARRANTIES,EXPRESS OR IMPLIED.INCLUDING,BUT NOT SHIPMENT LIMITED TO,ANY WARRANTIES OF MERCHANTABILITY OR The Company will not consider any claims for errors in FITNESS FOR A PARTICULAR PURPOSE WHETHER OR NOT shipment unless such claims are trans mitted to the Company within ANY PURPOSES OR SPECIFICATIONS ARE DESCRIBED (30)days after Purchaser's receipt of the Equipment and such HEREIN.THE COMPANY FURTHER DISCLAIMS ANY AND ALL claims are accompanied by all necessary papers or documents to RESPONSIBILITY WHATSOEVER TO PURCHASER OR TO ANY substantiate the daim.Claims for any loss or damage in transit OTHER PERSON FOR ANY AND ALL INJURY TO PERSON OR must be entered and prosecuted by Purchaser. DAMAGE TO OR LOSS OF PROPERTY OR VALUE CAUSED BY ANY EQUIPMENT OR PRODUCT THAT HAS BEEN(I) 11. PAYMENT OF PURCHASE PRICE SUBJECTED TO ANY MISUSE,NEGLIGENCE,OR ACCIDENT; Purchaser shall pay for the Equipment being purchased (II)MISAPPLIED;(Ill)MODIFIED OR REPAIRED BY within 30 days from the date of shipment by the Company.If the UNAUTHORIZED PERSONS;OR(IV)IMPROPERLY INSTALLED. Equipment is to be shipped in partial shipments,or is so shipped UNDER NO CIRCUMSTANCES SHALL THE COMPANY OR ANY with Purchaser's consent,then pro rata payments shall be promptly OF ITS OWNERS, OFFICERS,SERVANTS,EMPLOYEES,OR made for the partial shipments.If any shipment or any other act or AGENTS BE LIABLE FOR ANY PUNITIVE,INCIDENTAL, condition affecting payment for the Equipment,or any part thereof, CONSEQUENTIAL,OR SPECIAL DAMAGES,ANY LOST is delayed due to the failure of Purchaser to give shipping PROFITS,ANY LOSSES,OR ANY EXPENSES ARISING FROM instructions,or due to any other act,request,or default of OR RELATING TO THIS CONTRACT,ANY BREACH OF ANY Purchaser,then payment for the Equipment shall become due as if WARRANTY,ANY NEGLIGENCE OR OTHER TORT, OR ANY the shipment had in fact been made.In the event that Purchaser USE OF,OR INABILITY TO USE,ANY EQUIPMENT FOR ANY should request the Company to store the Equipment pending PURPOSE WHATSOEVER. delivery to Purchaser at a future date,which date is acceptable to the Company,or in the event that delivery instructions are not 13.CANCELLATION received from Purchaser within 10 days from the date that the a.As to contracts where the Company designs and Company notifies Purchaser in writing that the Equipment will be develops special Equipment to meet Purchaser's requirements,the ready for delivery on a specified date,then in either of such events Company reserves the right.without any liability whatsoever,to the Company may store the Equipment at Purchaser's risk and terminate its obligations hereunder if,in its sole judgment,the Purchaser shall pay to the Company a reasonable storage charge, Equipment to be developed or designed will not serve the purposes but f in the Company's opinion it is unable to obtain or continue set forth herein. such storage,then Purchaser shall on request provide or arrange b.Purchaser may cancel this order,in whole or in part, for suitable storage facilities and assume all costs and risks in but only after providing written cancellation notice to the Company connection therewith. and only after full payment of any and all cancellation charges, which shall be the sum of(1)the order specified price of all The Company reserves the right to charge interest at Equipment that has been delivered and not previously paid for,plus prevailing rates for any and all amounts not paid within 30 days of (2)all costs incurred by the Company,plus overhead,that is shipment.If in the Company's judgment Purchaser's financial properly allocable to the Equipment not delivered at the time of such condition at anytime does not justify the terms specified,then the cancellation,including,but not limited to,the cost of special Company may require full or partial payment as a condition to components and materials purchased for use in producing such commencing or continuing any manufacture or in advance of any Equipment,plus(3)the profit that would have been made from full shipment or,if shipment has been made,the Company may recover performance,plus(4)the costs of engineering,prototypes,testing, all Equipment from the carrier. tooling,and similar items processes,plus(5)the reasonable costs, including,but not limited to,reasonable attorneys'fees ncurred at 12.WARRANTY trial,on appeal,or otherwise,incurred in making settlement and The Company is a manufacturer's representative only. effecting collection hereunder.Purchaser may require delivery of For all warranty claims and services,Purchaser must rely solely on any material(except special tools,molds,dies,and other the manufacturer's warranties,services,and related conditions, equipment)for which payment is made. restrictions,and procedures. 14.PURCHASER MATERIALS—DELAYS The Company shall have the sole right to specify the Material that is to be furnished by Purchaser to be manner in which,and the person by whom,repair of the Equipment mounted on or shipped with any Equipment fabricated by or on is to be carried out.ANY WARRANTY IS SUBJECT TO THE behalf of the Company must be received at the Company's office in FOLLOWING PROVISIONS: accordance with the delivery schedule described herein. a.The defective part must be returned freight prepaid If the shipment of any Equipment to be fabricated by or to the Company and will,in the event of replacement,become the on behalf of the Company is delayed or lost because of any delayed property of the Company; shipment of Purchaser's material to the Company's office,then the b.The warranty does not include the costs of removal Company reserves the right to: of the defective part or the costs of fitting a new part; a.Invoice and hold shipment of any Equipment while c.In the case of parts or components not manufactured awaiting Purchaser's materials. by the Company,Purchaser will only be entitled to such benefits as b.Invoice and ship any Equipment less any may be transmitted to Purchaser through any warranty given by the Purchaser's material;or manufacturer in respect thereof;and c.Hold Purchaser liable to the Company for all d.The Company,unless otherwise stated in writing, damages.losses,and liabilities incurred by the Company directly or does not warrant that any part of the Equipment will resist any indirectly and res ulting from Purchaser's delay. action of erosive or corrosive gases,liquids,or solids,and no part of the Equipment will be deemed defective by reason of its failure to 15.PRODUCT CHANGES resist such action Factors beyond the Company's control and the need for continuing improvement of Equipment may require the making of 10/05 05/19/2015 DURHAM 5B2 Page 16 of 17 changes in Equipment from time to time.The Company reserves the right(i)to make reasonable changes of any kind in any Equipment without any notice,and(ii)to deliver revised designs or models of Equipment against any order,unless this right is specifically waived by the Company in writing.The Company shall have no responsibility whatever with respect to any changes made by any manufacturer of Equipment sold by but not manufactured by the Company. 16.LIMITATION OF ACTIONS No action,regardless of form,arising out of or relating to this contract may be commenced more than one year after the cause of action has occurred,except an action for nonpayment. 17.LIMITATION OF LIABILITY In no event shall the Company be liable for any special, indirect,incidental,punitive,or consequential damages or lost profits,including,but not limited to,any arising under any contract, negligence,or other tort theory.The Company's liability on any and all claims for losses,costs,damages,expenses,or other liabilities arising out of or connected with this contract or any obligation resulting therefrom,or the manufacture,sale,delivery.resale, repair,service,or use of any Equipment covered by this contract (including,but not limited to,any loss or liability arising from any breach of contract,negligence,or other tort)shall in no case exceed the unit price of such Equipment or part thereof involved in such claim. 18. ENTIRE CONTRACT AND GOVERNING LAW The Company's written quotation or submittal,upon acceptance by Purchaser of any Equipment,drawings,or services from the Company,shall constitute acceptance of the contract between the Company and Purchaser with respect to the Equipment being purchased,induding,but not limited to,of all of the Company's standard terms and conditions of sale,and such contract cannot be amended or modified except by a written document signed by a duly authorized officer of the Company and a duly authorized representative of Purchaser that specifically obviates and makes invalid any conflicting or contravening term or condition of sale set forth by Purchaser.The terms of such contract shall be construed in accordance with and governed by the Laws of the State of Oregon,exduding conflicts principles. 19.NUCLEAR SALES IF PURCHASER OR ULTIMATE USER INTENDS TO USE THE EQUIPMENT IN OR WITH ANY NUCLEAR OR ATOMIC INSTALLATION OR ACTIVITY,THEN PURCHASER MUST NOTIFY THE COMPANY ACCORDINGLY,WHEREUPON MUTUALLY ACCEPTABLE NUCLEAR TERMS AND CONDITIONS OF SALE SHALL BE NEGOTIATED AND AGREED UPON PRIOR TO COMMENCEMENT OF ANY WORK. 10/05 05/19/2015 DURHAM 5B2 Page 17 of 17 C,qTf re4 'Lit e7 0,in:4r-- ,_ Golden Harvest, Inc. =.1°`=1 Golden Gates' Phone:360-757-4334 RECEIVED Post Office Box 287 Fax:360-757-1135 Email:salesa?goldenharvestinc.com Burlington, WA 98233 JUN 22 2015 Web:www.goldenharvestinc corn Tigard,Or. OTY OF TIGARD Durham AWWTF PhaseING DIVISION Fabricated Stainless Steel S lil Golden Harvest, Inc.Job# 15-0221 The following analysis was performed by me to assure compliance with the submittal criteria of section 01612 of the specifications. This analysis is only for equipment supplied by Golden Harvest, Inc.and does not include any analysis of concrete wails or decks supporting Golden Harvest equipment, for which we are not responsible. it is assumed that these supports are adequately reinforced with re-bar to support and transfer the induced loads. Seismic Load Derivation Sheet Sheet I 1 pane Item 4A 72 x 134.5 GH-33X Stainless Steel Stop Lo,s Gate Frame Seismic Anchorage Calculations Sheet 2-4 3 pages ICC Report ESR2322 Hilti H1T-RE 500-SD Adhesive Anchors Sheets Al -All l I pages e.`� '� Jeffrey R. Nelson,P.E Mechanical Engineer California M27466 1/45)tA -6-t S' THESE CALCULATIONS WERE NOT PREPARED BY ME BUT I HAVE REVIEWED AND CHECKED THEM AND FOUND THEM TO BE IN CONFORMANCE WITH CURRENT ENGINEERING PRINCIPLE AND PRACTICE AND THE INFORMATION SUPPLIED TO ME BY THE MANUFACTURER. THE CALCULATIONS ARE VALID ONLY FOR THESE WEIGHTS. CT 4' , iR0rfs. �c -c, INF�f7 Aarc � 16161 /3 Gerard B. Homer, P.E. A Structural Engineer ineer l� OR EGO g Oregon 16261 <.Fc. , AgO� RD B.N EXPIiGTIDK DATE: • 7/ 8Y: G.B.H. DATE:4/6/15 SUBJECT DURHAM WWTP-TIGARD,OR. SHEET NO. 1 0f4 CHKD.BY: DATE: GOLDEN HARVEST JOB NO. 15109 GH 15-0221 SEISMIC CRITERIA: PER CODE 2012 IBC&2014 OREGON STRUCTURALSPECIALTY CODE SOIL SITF.CLASS: D Ss= 0.962 Si= 0A20 S�=213(Sus)= 0.715 SD1=213(SM1)= 0.442 SEISMIC DESIGN CATEGORY: D RISK CATEGORY: III ap= 1.00 Rp= 1.50 Ip= 1.50 from SECTION 13.1.3 PG 111 WORST CASE:(z/h)= 0.0 GROUND ENTER 1.0 FOR STRENGTH DESIGN(S.D.)AND 0.7 FOR WORKING STRESS(W.S.): SECTION 13.3 F = 0.4(ap)(Sos)(Wp)S.D.orW.S. PAM 11+2(z/h)]= 0.286 Wp @ W.S. LEVEL Fp SHALL NOT EXCEED: Fp= 1.6(SDS)(Ip)(Wp)x S,D.orW.S. = 1.716 Wp PER EON. 16-68 Fp SHALL NOT BE LESS THAN: Fp=0.3(SDS)(Ip)(W,)x S.D.orW.S.= 0.322 W,PER EON. 16-69 MAX.= 0.322 FROM TABLE 13.6 OF ASCE 7-10 OMEGA.= 1.5 0.322 )(OMEGA. x Wp= 0.483 Wp V+.ux.= 0.483 W,©S.D. LEVEL GERARD HOMER AND ASSOCIATES 2374 W.WHITENDALE,VISALIA, CA. 93277 PH.: 559-734-6675 FAX:559-734-5232 e-mail: ghomerse @gmail.com 'pu let-IAM. Aw01 is G: 5 g2 6 r 2 crF ¢ 71 GIAR.R oss, 7i J of C a 1-x-1 ..10‘1:341 1 G- 022 Pw s x 4A, J RtJ 4- (o- 2a[S~ GOft 4- -7- Za L JTDP Loo Rune PtPcAlo R4(etC: 4r#J �/S/S rte, LotwD C-Ac47,1. = I ,04-(0+F" 2G-F Aloaxot C901 --12 Cii-mtocr, -ir wt.'mat-4-m ; l..oct.S ; 12.11e-A(.4.4 xco 4 7Z4v44. FR./lower- 241 TOTEM- = /0/711)0,4,z /4240 -0CN02. laDDS At2-E 51405s 64 = 30K.s1 T 41- t$ 'YLc,Ct) -o A,40 Mt- 0 `` LoA0 oN A-Nc-t4e5126 l S h104 t 0�t7. �u e ro Tests 1061Ca Ekr O4 114-1. Lodz,S Art.-40 j pmt; F, 12-1► 4 its , I✓ac)I-0 Loner f'& AN -c4°'a-'" 1424-4�Z4 4q1‘ 61S t � Cvu-Ff (CA i S .o ,451 .6t=.-251u La;= f 'a. (fin (I -t- o,4 53)(4c) = 7 3� I ' I � I i BY: JRN DATE:416/15 SUBJECT: Durham AWWTF Phase 5B2 SHEET NO. CHKO.BY: DATE:,,J 3 of 4 gii 4{?{h5 GOLDEN HARVEST JOB NO 15-0221 Item 4A Gate Anchorage STRENGTH DESIGN OF ANCHORAGE TO CONCRETE(PER ESR 2322 AND APPENDIX D, ACI 318) Page 2 of 3 d0= 0.5 diameter in inches Bolt material: ASTM A276 fc'= 4000 psi @ 28 days n= 1 No. of Anchors Nu= 0 kips V„= 0.073 kips h = 8 inches min k (kc,or kuncr)= 17 D.5.2.2 or ESR ESR 2322 cracked concrete(Y or N) Y (fo72500)"0.5= 1.265 he=EMBED.= 4.5 inches Anchor Spacing(s)= 12.00 inches ACTUAL EDGE_ DIST TAB.8 smin= 2.50 Crn�n an= 4.25 inches .50 inches cmlr,- 2.50 inches hnNn= 5.75 Steel Strength in Tension and Shear (Tension A5.1 &A6.1 Shear) - TAB 7 Asp= 0.1419 PER ESR Table 7 Mounted on Grout Pad(Y or N) Y TAB 4or5 Fv,= 75 ksi PER ESR or Table 1, pg.4 SEISMIC LOADS(Y OR N) Y TAB 4or5 fy= 45 ksi PER ESR or Table 1, pg.4 for A 307 Grade C or ASTM A 687 TAB 7 (1)= 0.65 Tension failure mode PER ESR Table 7 x 0.7 IF SEISMIC = 0.455 TAB 7 r= 0.6 Shear failure modes PER ESR Table 7 x 0.71F SEISMIC = 0.42 D.5.1.2 Os= rpnAxfW = 4.842 kips n4Asc1.9fy,or 125= 5.520 kips D.6.1.2 rIVs= On0.6ASefut= 2.682 kips n40.6Ase1.9fyaor 125= 3.057 kips 0.6.1.3 If on Grout Pad, 0.84 Vs= 2.146 kips 0.8 x(n00.6A,„1.9fyaor 125)= 2.446 kips Concrete Breakout Strength of Fastener in Tension and Shear(Tension A5.2&86.2 Shear) (Tension see Figure B.5.1(a), pg B8 and Figure B.5.1(b), pg B9) he= 4.5 inches 1.5*he= 6.75 Ano= 182.3 sq. in. D.5.2.1 AN= 132.00 (fig RD.5.2.2(a)App D(see pg.89)) cn,;,,aa= 4.25 inches D.5.2.2 Nb= k`fc'^0.5*het^1.5 Whet= 1.778 Cac= 1.82 inches Nb= 10.264 kips IIrp,Na- 1.000 per ESR D.5.2.4 eN' = 0 eccentricty fora group of fasteners(see fig.8.5.2(b)&(c), pg. 811) W,= 1 =1/(1+2*e'N/(3*her)) Wc.n= 1.4 see ESR or 1.4 if k= 17 W2= 0.889 =0.7+0.3"Crmn ad/1.5he, if Cmn act<=1.She and 1.0 if cmu,>=1.5he AA,, c= 0.65 ee rre see ESR Table 8 x 0.75 = 0.4875 Y'Ncb or�Ncbg=cb'WAN0*,c.1*I'*V'C.nNb . 4.510 x WA,Na- 4.510 kips (Shear see fig RD.6.2.1(a toc) or Figure B.6.2(a), pg B13 and Figure B.6.2(b), pg B14 Cat= 4.25 inches 1.5*ca,= 6.375 cat= 12 inches Avc= 77.00 see above for figures q vco-- 81.3 sq. in. Le= 4.00 inches(see D.6.2.2 or definition pg A2) D.6.2.2 Vb= 4.157 kips Mounted on Grout Pad(Y or N) Y e'v= 0 eccentricty fastener group e'v<=s/2 (see fig.B_6.2(e), pg. 817) D.6.2.5 Ws= 1 =1/(1+2*e'v13`ca,) ip7= 1 (1.0 if in tension zone and Ws= 1.000 =0.7+0.3*ca2/1.5*Ca, if Ca2<=1.5*ca, sec D.6.2.7 w/reinf and 1.0 if cat>=1.5ca1 = 1.2 or 1.4 and (I)= 0.7 see ESR Table 8 x 0.75 = 0.525 1.4 in uncracked concr. ) D.6.2.1 cl)Ve,or 4Vcbg=4 Av/Avo`!'-,' 4`(;*1,;;V, 2.068 kips 1.654 FOR PARALLEL TO EDGES (Wcb or 4)Vcb9=2*4Av/Avo*4% ' ;,`4 :Vb with t;6=1.0 ENTER Yor N FOR SHEAR PARALLEL TO EDGE Y 4Vcb or(Won= 3.308 GERARD HOMER AND ASSOCIATES 2374 W. WHITENDALE, VISALIA, CA. 93277 PH.: 559-734-6675 FAX: 559-734-5232 e-mail: ghomerse @gmail.corn BY: JRN DATE:4/6/15 SUBJECT Durham AWWTF Phase 582 SHEET NO. 4 of .4 CHKD_ BY: ,.Q, DATE:047)1,;- GOLDEN HARVEST JOB NO. 15-0221 Item 4A Gate Anchorage STRENGTH DESIGN OF ANCHORAGE TO CONCRETE Page 3 of 3 Anchor Bond Strength in Tension(D.5.3) (1)= 0.65 Table 9 Installed in Dry Concrete Temperature Range = A Tk,uncr= 2235 PSI Uncracked Concrete, Table 9 Tka= 1075 PSI Cracked Concrete, Table 9 (A or B Tk,max,cr= 1452 =kc *(hef'f c)^0.05/(tr"d) PSI See TAB 9) UN.seis= 0.65 Table 9, Note 4 Wp.Na= 1 D.5.3.14 Cracked Concrete, therefore 1.0 WBd,Na 0.905 =0.7+0.3`Ca,min/CU.Na if Ca,min<=Ca,Na D-16m 4j9,Na= A,},ee 1.00 See 115.3.10 >= 1.0 D-16h Oa�W^Na/ANao*4-1'p.Na*V,-3 4Led,Na.NaO SCR,NA= 12.42 in. =20*d*(tk,uncr/1450)^°.5 <3"hef D-16d 3`hef= 13.5 in. 3*hef Governs CCR,Na =SCR/2 6.21 in. D-16e ANaO—(SCR,Na)2= 154.14 in2 D-16c ANa= 125.49 in2 =S'(CCR,Na+Cact) Nao= 5699 lbs =0.75*Tk,cr`it do.her D-16f 4)Na= 1775 lbs Concrete Pryout strength of Fastener in Shear(A.6.3) hef= 4.5 kcp=1.0 for / her<2,5 and 2.0 for hM>=2.5 in. /cal' 2 $N cb=� A No* _k O'.3+N e_ 4.510 4Vcp= 4Nthkcp = 9.020 kips interaction of Tensile and Shear Forces (A.7) N.= 0 kips V„= 0.073 kips ONn= 4N = 4 nASefy = 4.842 On= 4Vs= Y'n' aefy = 2.146 OnAse1.9fya = 5.520 4n0.6Asel.9fya= 2.446 ONcb or 4N = 4.510 4Vu,or$Vcb9= 3.308 cONa= 1.775 4V,,,,= 4kcpNcb = 9.020 Min 4 Nn= 1.775 kips Min 4Vn= 2.146 kips 20% clINn= 0.355 20% 4Vn= 0.429 Vu<=20%fVn, then full strength in tension permitted OK Nu <=20%fNn,then full strength in shear permitted OK N„/iI)Nn+Vu/fun= 0.000 + 0.034 = 0.034 <1 OK MIN. THICKNESS OF CONCRETE IS ASSUMED TO BE 8.0 INCHES- VERIFY INSTALLATION ASSUMES DRY CONCRETE AND CRACKED CONCRETE GERARD HOMER AND ASSOCIATES 2374 W. WHITENDALE, VISALIA, CA. 93277 PH.• 559-734-6675 FAX 559-734-5232 e-mail: ghomerse @gmail.com EZ ICC EVALUATION Al SERVICE Most Widely Accepted and trusted ICC-ES Evaluation Report ESR-2322 Reissued February 1, 2014 This report is subject to renewal April 1, 2016. www.icc-es.orq (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 03 00 04—CONCRETE • Equipment for hole cleaning and adhesive injection Section:03 16 00—Concrete Anchors The Hifti HIT-RE 500-SD Adhesive Anchoring System DIVISION: 05 00 00—METALS may be used with continuously threaded rod,Hilti HIS-(R)N Section:05 05 19—Post-Installed Concrete Anchors and HIS-RN internally threaded inserts or deformed steel reinforcing bars. The primary components of the Hilti REPORT HOLDER: Adhesive Anchoring System, including the Hilti HIT-RE 500-SD Adhesive,HIT-RE-M static mixing nozzle and steel HILTI,INC. anchoring elements,are shown in Figure 2 of this report. 5400 SOUTH 122ND EAST AVENUE The manufacturer's printed installation instructions TULSA,OKLAHOMA 74146 (MPII), as included with each adhesive unit package, are (800)879-8000 replicated as Figure 5 of this report. www.us.hilti.com HiltiTechEnqus.hilti.com 3.2 Materials: (a� 3.2.1 Hilti HIT-RE 500-SD Adhesive: Hilti HIT-RE EVALUATION SUBJECT: 500-SD Adhesive is an injectable two-component epoxy adhesive.The two components are separated by means of HILTI HIT-RE- 500-SD ADHESIVE ANCHORS IN a dual-cylinder foil pack attached to a manifold. The two CRACKED AND UNCRACKED CONCRETE components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT-RE 1.0 EVALUATION SCOPE 500-SD is available in 11.1-ounce (330 ml), 16.9-ounce Compliance with the following codes: (500 ml), and 47.3-ounce (1400 ml) foil packs. The manifold attached to each foil pack is stamped with the • 2009 and 2006 international Building Codee(IBC) adhesive expiration date.The shelf life,as indicated by the • 2009 and 2006 international Residential Code°(IRC) expiration date, corresponds to an unopened foil pack stored in a dry, dark environment, in accordance with the Property evaluated: MPII. Structural 3.2.2 Hole Cleaning Equipment: Hole cleaning 2.0 USES equipment must be in accordance with Figure 5 of this report. The Hilti HIT-RE 500-SD Adhesive Anchoring System is 3.2.3 Dispensers: Hilti HIT-RE 500-SD must be used to resist static,wind and earthquake (Seismic Design dispensed with manual dispensers, pneumatic dispensers, Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete having or electric dispensers provided by Hilti. a specified compressive strength, f'c, of 2,500 psi to 3.2.4 Anchor Elements: 8,500 psi(17.2 MPa to 58.6 MPa). 3.2.4.1 Threaded Steel Rods: Threaded steel rods must The anchor system is an alternative to cast-in-place and be clean, continuously threaded rods (all-thread) in post-installed anchors described in Sections 1911 and diameters as described in Tables 7 and 11 and Figure 5 of 1912 of the 2009 and 2006 IBC. The anchor systems may this report. Steel design information for common grades also be used where an engineered design is submitted in of threaded rods are provided in Table 2 and Table 3. accordance with Section R301.1.3 of the 2009 and 2006 Carbon steel threaded rods must be furnished with a IRC. 0.005-millimeter-thick (5 pm) zinc electroplated coating 3.0 DESCRIPTION complying with ASTM B633 SC 1 or must be hot-dipped galvanized complying with ASTM A153, Class C or D. 3.1 General: Threaded steel rods must be straight and free of The Hilti HIT-RE 500-SD Adhesive Anchoring System is indentations or other defects along their length. The ends comprised of the following components: may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias(chisel point) • Hilti H1T-RE 500-SD adhesive packaged in foil packs 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars • Adhesive mixing and dispensing equipment are deformed bars (rebar). Tables 23, 27 and 31 and !CC-ES Erahmtion Rep orn are nut to be construed at representing aesthetes or mfr other unrihn:o mat.yacilicnl r addressed,nor are the)to he nostnnd as an endorsement oldie.snhject ofdn..report Or a recnomrrr.dation for ics aas•.There is un„in•rarne-hr-ICC F,aloutinrt Seri ter.(.1.C,e.cpnecs or,nprlird am Ia anf fmadini or other muter in this report.or as to um product covered hr the report -Meoo Copyright©2014 Pagel of 49 ESR-2322 I Most Widely Accepted and Trusted Page 2 of 40 Figure 5 summarize reinforcing bar size ranges. The strength reduction factor, qt, in accordance with ACI 318 A2 embedded portions of reinforcing bars must be straight, D.4.3 are provided in the tables outlined in Table 1 for the and free of mill scale, rust and other coatings that may corresponding anchor steel. impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in Section 4.1.3 Static Concrete Breakout Strength in Tension: 7.3.2 of ACI 318 with the additional condition that the bars The nominal static concrete breakout strength of a single must be bent cold, and heating of reinforcing bars to anchor or group of anchors in tension, Nc,or NCb ,must be facilitate field bending is not permitted. calculated in accordance with ACI 318 D.5.2 with the following addition: 3.2.4.3 HIS-N and HIS-RN Inserts: Hilti HIS-N and HIS-RN inserts have a profile on the external surface and The basic concrete breakout strength of a single anchor are internally threaded. Tensile properties for HIS-N and in tension, Nb, must be calculated in accordance with ACI HIS-RN inserts are provided in Table 4. The inserts are 318 D.5.2.2 using the values of ke,«, and kc,,,n.,as provided available in diameters and lengths as shown in Tables 15 in Tables 8,12, 16, 20,24,28 and 32 of this report. Where and 19 and Figure 5. HIS-N inserts are produced from analysis indicates no cracking in accordance with ACI 318 carbon steel and furnished either with a 0.005-millimeter- 0.5.2,6,Nb must be calculated using k,„„,and V'c•N= 1.0. thick (5 pm) zinc electroplated coating complying with See Table 1. For anchors in lightweight concrete see ACI ASTM B633 SC 1 or a hot-dipped galvanized coating 318-11 D.3.6. The value of f,used for calculation must be complying with ASTM A153, Class C or D. The stainless limited to 8,000 psi (55 MPa) in accordance with AC1 318 steel HIS-RN inserts are fabricated from X5CrNiMo17122 D.3.7. Additional information for the determination of K700 steel conforming to DIN 17440. Specifications for nominal bond strength in tension is given in Section 4.1.4 common bolt types that may be used in conjunction of this report. with HIS-N and HIS-RN inserts are provided in Table 5. 4.1.4 Static Bond Strength in Tension: The nominal Bolt grade and material type (carbon, stainless) must static bond strength of a single adhesive anchor or group be matched to the insert. Strength reduction factors, 0, of adhesive anchors in tension, N. or Nag, must be corresponding to brittle steel elements must be used for calculated in accordance with ACI 318-11 D.5.5. Bond HIS-N and HIS-RN inserts. strength values are a function of the concrete compressive 3.2.4.4 Ductility: In accordance with ACI 318 D.1, in strength, whether the concrete is cracked or uncracked, order for a steel element to be considered ductile, the the concrete temperature range, the drilling method tested elongation must be at least 14 percent and (hammer drill,core drill)and the installation conditions(dry, reduction of area must be at least 30 percent. Steel water-saturated, etc.). The resulting characteristic bond elements with a tested elongation less than 14 percent or a strength must be multiplied by the associated strength reduction of area less than 30 percent, or both, are factor O,,,,and modified with the factor tow,for cases where considered brittle. Values for various common steel holes are drilled in water-saturated concrete (K„.$), where materials are provided in Tables 2,3 and 5 of this report. the holes are water-filled at the time of anchor installation 3.3 Concrete: (K„,r), or where the anchor installation is conducted underwater(K„W)as follows: Normal-weight concrete must comply with Section 1903 - -- and 1095 of the IBC. The specified compressive strength C H PERMISSIBLE BOND ASSOCIATED of concrete must be from 2,500 psi to 8.500 psi(17.2 MPa R o H INSTALLATION STRENGTH STRENGTH to 58.6 MPa). Where values are nonconforming or A L M CONDITIONS REDUCTION unstated,the steel must be considered brittle. p K E M FACTOR N E D E Dry concrete 4.0 DESIGN AND INSTALLATION C p R R Water-saturated r •Kws 4= 4.1 Strength Design: R I E L D Dry concrete rkurcy O, 4.1.1 General: The design strength of anchors under the T N L R Water-saturated 2009 and 2006 IBC, as well as the 2009 and 2006 IRC, E t must be determined in accordance with ACI 318-11 (ACI c N L Water-filled hole rk,� •K,, 318)and this report. T R G Underwater A design example according to the 2009 IBC based on p A M application rk s. K,, ¢y , AC1 318-11 is given in Figure 4 of this report. E K E C Dry concrete rkuc, Design parameters are based on ACI 318-11 for use with S E T the 2009 and 2006 IBC unless noted otherwise in Sections D H R Water saturated r,,,,,'K., 4.1.1 through 4.1.11 of this report. p The strength design of anchors must comply with ACI Figure 2 of this report presents a bond strength 318 D.4.1,except as required in ACI 318 D.3.3. design selection flowchart. Strength reduction factors for Design parameters are provided in Tables 5 through 10 determination of the bond strength are given in Tables 9, of this report. Strength reduction factors,0, as given in ACI 10, 13, 14, 17, 18, 21, 22, 25, 26, 29, 30, 33 and 34. See 318-11 D.4.3 must be used for load combinations Table 1. Adjustments to the bond strength may also be calculated in accordance with Section 1605.2 of the 2009 made for increased concrete compressive strength as or 2006 IBC or Section 9.2 of ACI 318.Strength reduction noted in the footnotes to the corresponding tables. factors, 0,as given in ACI 318 D.4.4 must be used for load 4.1.5 Static Steel Strength in Shear: The nominal static combinations calculated in accordance with ACI 318 strength of an anchor in shear as governed by the steel, Appendix C. Vse, in accordance with ACI 318 D.6.1.2 and strength 4.1.2 Static Steel Strength in Tension: The nominal reduction factor, 0, in accordance with ACI 318 D.4.3 are static steel strength of an anchor in tension, Ns,, in given in the tables outlined in Table 1 for the anchor accordance with ACI 318 D.5.1.2 and the associated element types included in this report. ESR-2322 I Most Widely Accepted and Trusted Page 3 of 40 4.1.6 Static Concrete Breakout Strength In Shear: The 20 percent of the total factored anchor tensile force A3 nominal concrete breakout strength of a single anchor or associated with the same load combination, anchors and group of anchors in shear, Vro or Vag, must be calculated their attachments shall be designed in accordance with in accordance with ACI 318 D.6.2 based on information 0.3.3.4.3. The anchor design tensile strength shall be given in the tables outlined in Table 1 for the determined in accordance with D.3.3.4.4. corresponding anchor steel. The basic concrete breakout Exception: strength of a single anchor in shear,V5.must be calculated in accordance with ACI 318 D.6.2.2 using the values of 1. Anchors designed to resist wall out-of-plane forces d given in the tables as outlined in Table 1 for the with design strengths equal to or greater than the corresponding anchor steel in lieu of da(2009 IBC) and do force determined in accordance with ASCE 7 Equation (2006 IBC). In addition,he,shall be substituted for fe. in no 12.11-1 or 12.14-10 shall be deemed to satisfy Section case must 4 exceed 8d. The value of f'must be limited to 0.3.3.4.3(d). a maximum of 8,000 psi (55 MPa)in accordance with ACI 0.3.3.4.3(d) — The anchor or group of anchors shall be 318 D.3.7. designed for the maximum tension obtained from design 4.1.7 Static Concrete Pryout Strength in Shear: The load combinations that include E, with E increased by Os. nominal static pryout strength of a single anchor or group The anchor design tensile strength shall be calculated from of anchors in shear, Vq, or Vcpg, must be calculated in D.3.3.4.4. accordance with ACI 318 D.6.3. 0.3.3.5.2— Where the shear component of the strength- 4.1.8 Interaction of Tensile and Shear Forces: For level earthquake force applied to anchors exceeds designs that include combined tension and shear, the 20 percent of the total factored anchor shear force interaction of tension and shear loads must be calculated associated with the same load combination, anchors and in accordance with ACI 318 Section D.7. their attachments shall be designed in accordance with D.3.3.5.3. The anchor design shear strength for resisting 4.1.9 Minimum Member Thickness hmlo, Anchor earthquake forces shall be determined in accordance with Spacing smin and Edge Eistance cmi,,: In lieu of ACI 318 D.6. D.8.1 and D.8.3, values of s,,,, and c,,,,, described in this report must be observed for anchor design and installation. Exceptions: In lieu of ACI 318 Section D.8.5, the minimum member 1. For the calculation of the in-plane shear strength of thicknesses, hm,n, described in this report must be anchor bolts attaching wood sill plates of bearing or observed for anchor design and installation. For adhesive non-bearing walls of light-frame wood structures to anchors that will remain untorqued,ACI 318 D.8.4 applies. foundations or foundation stem walls, the in-plane shear For edge distances ca, and anchor spacing s8, the strength in accordance with D.6.2 and D.6.3 need not be maximum torque T e, shall comply with the following computed and 0.3.3.5.3 need not apply provided all of requirements: the following are satisfied: REDUCED MAXIMUM INSTALLATION TORQUE Te.;.d FOR 1.1. The allowable in-plane shear strength of the EDGE DISTANCES c.,<(5 x d.) anchor is determined in accordance with AF&PA NDS EDGE DISTANCE, MINIMUM ANCHOR MAXIMUM Table 11E for lateral design values parallel to grain. c.r SPACING,s„ TORQUE, T,,,.,•„d 1.2. The maximum anchor nominal diameter is 5/8 inch < 5 x d,s s. 16 in. 0.3 x T,,,., (16 mm). 1.75 in.(45mm)_c„ < <5 x d, s.,a 16 in.(406 mm) 0.5 x T,,,., 1.3. Anchor bolts are embedded into concrete a 4.1.10 Critical Edge Distance c8„: In lieu of ACI 318 minimum of 7 inches(178 mm). D.8.6, ca<must be determined as follows: 1.4. Anchor bolts are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the Cac—her lr�)0.4 [3.1-0.7h, (D-43) length of the wood sill plate. J L e` 1.5. Anchor bolts are located a minimum of 15 anchor where[h need not be taken as larger than 2.4;and diameters from the edge of the concrete perpendicular her to the length of the wood sill plate. r,w = characteristic bond strength staled in the tables of 1.6. The sill plate is 2-inch or 3-inch nominal thickness. this report where by ryncr need not be taken as larger than: 2. For the calculation of the in-plane shear strength of k„ ,,P7-71,! anchor bolts attaching cold-formed steel track of bearing Tuner— Tr-r1„ or non-bearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear 4.1.11 Design Strength in Seismic Design Categories strength in accordance with D.6.2 and D.6.3 need not be C, D, E and F: In structures assigned to Seismic Design computed and D.3.3.5_3 need not apply provided all of Category C, D, E or F under the IBC or IRC, design the following are satisfied: anchors must be in accordance with ACI 318 Section 0.3.3. The nominal steel shear strength. Vse, must be 2.1. The maximum anchor nominal diameter is 5/8 inch adjusted by ovse;e as given in the tables summarized in (16 mm). Table 1 for the corresponding anchor steel. The nominal 2.2. Anchors are embedded into concrete a minimum bond strength Tk.cr must be adjusted by aN.se,s as given in of 7 inches(178 mm). the tables summarized in Table 1 for the corresponding 2.3. Anchors are located a minimum of 13/4 inches anchor steel. (45 mm) from the edge of the concrete parallel to the Modify ACI 318 Sections 0.3.3.4.2, 0.3.3.4.3(d) and length of the track. D.3.3.5.2 to read as follows: 2.4. Anchors are located a minimum of 15 anchor 0.3.3.4.2 - Where the tensile component of the strength- diameters from the edge of the concrete perpendicular level earthquake force applied to anchors exceeds to the length of the track. ESR-2322 I Most Widely Accepted and Trusted Page 4 of 40 2.5. The track is 33 to 68 mil designation thickness. 5.3 The values of f' used for calculation purposes must A4 Allowable in-plane shear strength of exempt anchors, not exceed 8,000 psi(55.1 MPa) parallel to the edge of concrete shall be permitted to be 5.4 Anchors must be installed in concrete base materials determined in accordance with AiSI 5100 Section in holes predrilled in accordance with the instructions E3.3.1. in Figure 5. 3. In light-frame construction, bearing or nonbearing 5.5 Loads applied to the anchors must be adjusted in walls, shear strength of concrete anchors less than or accordance with Section 1605.2 of the IBC for equal to 1 inch(25 mm]in diameter attaching a sill plate strength design. or track to foundation or foundation stem wall need not satisfy 0.3.3.5.3(a) through (c) when the design strength 5.6 Hilti HIT-RE 500-SD adhesive anchors are recognized of the anchors is determined in accordance with for use to resist short-and long-term loads, including 0.6.2.1(c). wind and earthquake, subject to the conditions of this report. 4.2 Installation: Installation parameters are illustrated in Figure 1 of this 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC,anchor strength must report. Installation must be in accordance with ACI 318-11 be adjusted in accordance with Section 4.1.11 of this D.9.1 and D.9.2. Anchor locations must comply with this report. report and the plans and specifications approved by the code official. Installation of the Hilti HIT-RE 500-SD 5.8 Hilti HIT-RE 500-SD adhesive anchors are permitted Adhesive Anchor System must conform to the to be installed in concrete that is cracked or that may manufacturer's printed installation instructions included in be expected to crack during the service life of the each unit package as described in Figure 5 of this report. anchor,subject to the conditions of this report. 4.3 Special Inspection: 5.9 Strength design values are established in accordance Periodic special inspection must be performed where with Section 4.1 of this report. required in accordance with Sections 1704.4 and 1704.15 5.10 Minimum anchor spacing and edge distance as well of the 2009 IBC or Section 1704.13 of the 2006 IBC and as minimum member thickness must comply with the this report. The special inspector must be on the jobsite values described in this report. during anchor installation to verify anchor type, anchor 5.11 Prior to installation, calculations and details dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole demonstrating compliance with this report must be dimensions, hole cleaning procedures, anchor spacing, submitted to the building official. The calculations and edge distances, concrete thickness, anchor embedment, details must be prepared by a registered design tightening torque and adherence to the manufacturer's professional where required by the statutes of the printed installation instructions- jurisdiction in which the project is to be constructed. The special inspector must verify the initial installations 5.12 Anchors are not permitted to support fire-resistive of each type and size of adhesive anchor by construction construction. Where not otherwise prohibited in the personnel on site. Subsequent installations of the same code, Hilti HIT-RE 500-SD adhesive anchors are anchor type and size by the same construction personnel permitted for installation in fire-resistive construction are permitted to be performed in the absence of the special provided that at least one of the following conditions is inspector. Any change in the anchor product being fulfilled: installed or the personnel performing the installation must • Anchors are used to resist wind or seismic forces require an initial inspection. For ongoing installations over only an extended period, the special inspector must make regular inspections to confirm correct handling and • Anchors that support gravity load-bearing installation of the product. structural elements are within a fire-resistive Continuous special inspection of adhesive anchors envelope or a fire resistive membrane, are or installed in horizontal or upwardly inclined orientations to protected by approved fire-resistive materials, re resist sustained tension loads shall be performed in have been evaluated for resistance to fire exposure accordance with AC!318 D.9.2,4. in accordance with recognized standards. • Under the IBC, additional requirements as set forth in Anchors are used to support nonstructural Sections 1705 and 1706 must be observed, where elements. applicable. 5.13 Since an ICC-ES acceptance criteria for evaluating 5.0 CONDITIONS OF USE data to determine the performance of adhesive anchors subjected to fatigue or shock loading is The Hilti HIT-RE 500-SD Adhesive Anchor System unavailable at this time, the use of these anchors described in this report is a suitable alternative to what is under such conditions is beyond the scope of this specified in, those codes listed in Section 1.0 of this report, report. subject to the following conditions: 5.14 Use of zinc-plated carbon steel anchors is limited to 5.1 Hilti HIT-RE 500-SD adhesive anchors must be dry,interior locations. installed in accordance with the manufacturer's printed installation instructions as included in the 5.15 Steel anchoring materials in contact with preservative- adhesive packaging and described in Figure 5 of this treated and fire-retardant-treated wood must be of report. zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must 5.2 The anchors must be installed in cracked and comply with ASTM A153. uncracked normal-weight concrete having a specified compressive strength f' = 2,500 psi to 8.500 psi 5.16 Periodic special inspection must be provided in (17.2 MPa to 58.6 MPa). accordance with Section 4.3 of this report.Continuous ESR-2322 I Most Widely Accepted and Trusted Page 5 of 4D special inspection for anchors installed in horizontal or dated February 2013, including but not limited to tests A5 upwardly inclined orientations to resist sustained under freeze/thaw conditions(Table 4.2,test series 6). tension loads must be provided in accordance with 7.0 IDENTIFICATION Section 4.3 of this report. 5.17 Installation of anchors in horizontal or upwardly 7.1 Hilti HIT-RE 500-SD adhesive is identified by inclined orientations to resist sustained tension loads packaging labeled with the manufacturer's name must be performed by personnel certified by an (Hilti Corp.) and address, anchor name. and applicable certification program in accordance with evaluation report number(ESR-2322). ACI 318 D.9.2.2 or D.9.2.3. 7.2 HIS-N and HIS-RN inserts are identified by packaging 5.18 Hilti HIT-RE 500-SD adhesives are manufactured labeled with the manufacturer's name(Hilti Corp.)and by Hilti GmbH, Kaufering, Germany, under a quality address, anchor name, and evaluation report number control program with inspections by ICC-ES. (ESR-2322). 5.19 Hilti HIS-N and HIS-RN inserts are manufactured by 7.3 Threaded rods, nuts, washers, bolts, cap screws, and Hilti (China) Ltd., Guangdong, China, under a quality deformed reinforcing bars are standard elements and control program with inspections by ICC-ES. must conform to applicable national or international 6.0 EVIDENCE SUBMITTED specifications. Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), Ic BOLT OR ' - STUD ALL-THREAD T,„„, T HILTI HIS/Hls-R OR REBAR $ INTERNALLY Ms r_ !�� _ THREADED r- --- _, I INSERT I ■ .:':-.z;•::•..-..:....:'::,1::::::::....;' .,-.:' r r : h• . f THREADED RODIREINFORCING BAR HIS AND HIS-R INSERTS FIGURE 1—INSTALLATION PARAMETERS • ESR-2322 I Most Widely Accepted and Trusted Page 6 of 40 A6 Cracked Concrete Un • ed:.�ep f 4 vi = = -_Hammer Drilled _ _ _ Han6mi[6OrHtsd µ' _ _ Diamond Cored + _: l ±__L__ 4 • Dry Water ;Dry$ Mltlitor 11Ueter `"Un e.. Dry Water c Saturated - Sainted Fplid a ail... WitKr_< Saturated -R`- (D) = )r _4-i' 'g �= c (D) (WS) ''.: — - }Y = (WS) .g�,Y, - � _, 4 4 4 + -r = 9>D cws xas rs"it 1 M4 -v Ow5 Xr„ "fNi..W "MIf r i * 4 r + 4 l tkQ _ �_i.�.._.. 'I lt,urlcr FIGURE 2—FLOW CHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH TABLE 1—DESIGN TABLE INDEX Threaded rod Hilti HIS internally Deformed reinforcement Design strength' threaded insert fractional metric fractional metric fractional metric Canadian Steel N,,, V„ Table 7 Table 11 Table 15 Table 19 Table 23 Table 27 Table 31 Concrete N,,,,N,a Nato ar Nab,N V,,, Table 8 Table 12 Table 16 Table 20 Table 24 Table 28 Table 32 Vim, V,,, Very hammer-drIlled Table 9 Table 13 Table 17 Table 21 Table 25 Table 29 Table 33 holes Bond2 N„N,9 diamond cored Table 10 Table 14 Table 18 Table 22 Table 26 Table 30 Table 34 holes 'Ref.ACI 318-11 D.4.1.1. 2See Section 4.1 of this evaluation report ESR-2322 I Most Widely Accepted and Trusted Page 7 of 40 A7 TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS' Minimum Minimum Reduction specified specified Elongation, of Area, e THREADED ROD SPECIFICATION ultimate yield strength foff„ min. min. Specification for nuts strength,f„ offset,f percent r, ASTM A1932 Grade B7 psi 125.000 105,000 1.19 16 50 ASTM A194 5 2%in.(5 64 mm) (MPa) (862) (724) ASTM F568M'Class 5.8 MPa 500 400 DIN 934(8-A2K) M5('/,in.)to M24(1 in.) 1.25 10 35 (equivalent to ISO 898-1) (Psi) (72,500) (58.000) ASTM A563 Grade DH' MPa 500 400 ISO 898-1'Class 5.8 1.25 22 - DIN 934(8-A2K) (Psi) (72,500) (58,000) MPa 800 640 ISO 898-1'Class 8.8 1.25 12 52 DIN 934(8-A2K) (psi) (116,000) (92,800) 'Hilti HIT-RE 500-SD must be used with continuously threaded carbon steel rod(all-thread)have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series.Values for threaded rod types and associated nuts supplied by Hilti are provided here. 'Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service 'Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners 'Mechanical properties of fasteners made of carbon steel and alloy steel–Part 1:Bolts,screws and studs 6Based on 2-in.(50 mm)gauge length except for A 193,which are based on a gauge length of 4d and ISO 898,which is based on 5d. 6Nuts of other grades and styles having specified proof load stresses 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. 'Nuts for fractional rods. TABLE 3—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS' Minimum Minimum specified . Reduction THREADED ROD SPECIFICATION specified yield f . Elongation, of Area, Specification for nuts' ultimate strength 0.2 r min.percent min. strength,f,,, percent percent offset,f„ ASTM F5932 CW1 (316) psi 100,000 65,000 ASTM F594 '/,to 6/B in. (MPa) (689) (448) 1.54 20 Alloy group 1,2 or 3 2 psi 85,000 45,000 ASTM F593 CW2(316) ASTM F594 '1,to l'/2 in. (MPa) (586) (310) 1,89 25 Alloy group 1,2,or 3 ISO 3506-1'A4-70 MPa 700 450 1.56 40 ISO 4032 M8–M24 (psi) (101,500) (65,250) ISO 3506-1'A4-50 MPa 500 210 M27–M30 2.00 40 ISO 4032 (psi) (72,500) (30,450) 'Hilti HIT-RE 500-SD must be used with continuously threaded stainless steel rod(all-thread)that have thread characteristics comparable with ANSI 81.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series.Values for threaded rod types and associated nuts supplied by Hilti are provided here. 'Standard Steel Specification for Stainless Steel Bolts,Hex Cap Screws,and Studs 'Mechanical properties of corrosion-resistant stainless steel fasteners–Part 1:Bolts,screws and studs. 'Nuts of other grades and styles having specified proof load stresses 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. ESR-2322 I Most Widely Accepted and Trusted Page 8 of 40 A8 TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF U.S.CUSTOMARY UNIT AND METRIC HIS-N AND HIS-RN INSERTS HILTI HIS-N AND HIS-RN INSERTS Minimum specified ultimate Minimum specified yield strength, strength,f,.. fr, Carbon Steel MPa 490 410 DIN EN 10277-3 11SMnPb30+c or DIN 1561 9SMnPb28K 3/a and M8 to M10 (Psi) (71,050) (59,450) Carbon Steel MPa 460 375 DIN EN 10277-3 11SMnPb30+c or DIN 1561 9SMnPb28K 1/2 to 3/4 and M12 to M20 (Psi) (66,700) (54,375) Stainless Steel MPa 700 350 EN 10088-3 X5CrNiMo 17-12-2 (psi) (101,500) (50,750) TABLE 5—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON BOLTS,CAP SCREWS AND STUDS FOR USE WITH HIS-N AND HIS-RN INSERTS'' Minimum Minimum specified Reduction BOLT,CAP SCREW OR STUD specified Elongation, Specification for yield strength ( if,. of Area, ' SPECIFICATION ultimate 0.2 percent min. min. nuts strength f‘,„ offset f,,, psi 120,000 92,000 SAE J4293 Grade 5 1.30 14 35 SAE J995 (MPa) (828) (634) psi 120,000 92,000 A563 C,C3,D,DH, ASTM A32541/2 to 1-in. 1.30 14 35 (MPa) (828) (634) DH3 Heavy Hex ASTM A1935 Grade B8M psi 110,000 95,000 , (AISI 316)for use with 1.16 15 45 ASTM F594 HIS-RN (MPa) (759) (655) Alloy Group 1,2 or 3 ASTM A1935 Grade 88T psi 125,000 100,000 ASTM F594' (AISI 321)for use with 1.25 12 35 HIS-RN (MPa) (862) (690) Alloy Group 1,2 or 3 'Minimum Grade 5 bolts,cap screws or studs must be used with carbon steel HIS Inserts. 'Only stainless steel bolts,cap screws or studs must be used with HIS-RN inserts. 3Mechantcal and Material Requirements for Externally Threaded Fasteners 'Standard Specification for Structural Bolts,Steel,Heat Treated,120/105 ksi Minimum Tensile Strength 5Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service 'Nuts must have specified minimum proof load stress equal to or greater than the specified minimum full-size tensile strength of the specified stud. 2 Nuts for stainless steel studs must be of the same alloy group as the specified boll,cap screw,or stud. TABLE 6—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS i Minimum specified ultimate Minimum specified yield REINFORCING BAR SPECIFICATION strength,f„ strength,fr, psi 90,000 60,000 ASTM A615'Gr.60 (MPa) (620) (414) ASTM A615'Gr.40 psi 60,000 40,000 (MPa) (414) (276) MPa 550 500 DIN 4882 BSt 500 (psi) (79,750) (72,500) ~ MPa 540 400 CAN/CSA-G30.183 Gr.400 (psi) (78,300) (58,000) 'Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement 2Reinforcing steel;reinforcing steel bars;dimensions and masses 'Billet-Steel Bars for Concrete Reinforcement ESR-2322 I Most Widely Accepted and Trusted Page 9 of 40 TABLE 7-STEEL DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT THREADED ROD' A9 Nominal rod diameter(in.) DESIGN INFORMATION Symbol Units - 3le 812 515 314 14 1114 in. 0.375 0.5 0.625 0.75 0.875 1 1.25 Rod O.D. d (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (31.8) Rod effective cross-sectional in.2 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0.9691 A,e area (mm2) (50) (92) (146) (216) (298) (391) (625) lb 5,620 10,290 16,385 24,250 33,470 43,910 70,260 N. Nominal strength as (kN) (25.0) (45.8) (72.9) (107.9) (148.9) (195.3) (312.5) m governed by steel strength lb 2,810 6,175 9,830 14,550 20,085 26.345 42,155 u-i V. y (kN) (12.5) (27.5) (43.7) (64.7) (89.3) (117.2) (187.5) m U Reduction for seismic - shear n'v.t, - 0.70 ai m m o Strength reduction factor O.fiS - u' 4 for tension2 Strength reduction factor 4 0.60 0 for sheaf lb 9,685 17,735 28,250 41,810 57,710 75,710 121,135 Nominal strength as N'" (kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) (538.8) governed by steel lb 4,845 10,640 16,950 25,085 34,625 45,425 72,680 strength V. ^m (kN) (21.5) (47.3) (75.4) (111.6) (154.0) (202.1) (323.3) m ,- Reduction for seismic shear ays.,, - 0.70 i- r a Strength reduction factor 0 75 0 for tension2 0 Strength reduction factor 0.65 0 for shearz lb 7,750 14,190 22,600 28,430 39,245 51,485 82,370 Nominal strength as N„, governed by steel (kN) (34.5) (63.1) (100.5) (126.5) (174.6) (229.0) (366.4) in c strength lb 3,875 8.515 13,560 17,060 23,545 30.890 49,425 o V. m (kN) (17.2) (.37.9) (60.3) (75.9) (104.7) (137.4) (219.8) • Reduction for seismic 0.70 - c,.; shear ay.s.0 rn u- Strength reduction factor 0.65 • for tension2 in < Strength reduction factor 0 for sheaf 0 - 0.60 For SI:1 inch=_25.4 mm,1 Ibf=4A48 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 'Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 318-11 Eq.(D-2)and Eq.(D-29).Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 Section 9.2,as set forth in ACI 318 D.4.3. ESR-2322 I Most Widely Accepted and Trusted Page 10 of 40 TABLE B—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT THREADED ROD' Al 0 I Nominal rod diameter(in.) DESIGN INFORMATION !Symbol Units 3 1 , , ,l� 1 1, is 13 !� 14 /4 Effectiveness factor for in-lb 17 cracked concrete k`r (SI) (7:1) Effectiveness factor for I k in-lb 24 uncracked concrete I " ' (SI) (10) in. 1718 2113 31/e 33/, 43/8 5 6'l, Min.anchor spacing' s,,,, (mm) (48) (64) (79) (95) (111) (127) (159) in. 1'/8 2'13 31/6 33/4 43/8 5 6'/4 Min.edge distance' c,,,,, (mm) (48) (64) (79) (95) (111) (127) (159) in. h.,+1'1, Minimum member thickness h,,,,, he+2do (mm) (he+30) Critical edge distance– splitting c, - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure 0 - 0.65 modes,Condition B3 Strength reduction factor for shear,concrete failure d - 0.70 modes,Condition B3 For SI: 1 inch a 25.4 mm.I lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches, 1 N=0.2248 III, I MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 2Values provided for post-installed anchors under Condition B without supplementary reinforcement as defined in ACI 318 Section D.4.3. 'For installations with 13/,-inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESR-2322 I Most Widely Accepted and Trusted Page 11 of 40 TABLE 9-BOND STRENGTH DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT THREADED ROD'S Al 1 Nominal rod diameter(in.) DESIGN INFORMATION Symbol Units - e - r 3/a 12 1, /, 15 1 11/, psi 1,090 1,075 1,045 1,000 920 850 730 rk.v Characteristic bond (MPa) (7.5) (7.4) (7.2) (6.9) (6.3) (5.9) (5.0) strength and minimum in. 2318 2'/, 311, 31/2 3'/2 4 5 anchor embedment in hMmR a (mm) (60) (70) (79) (89) (89) (102) (127) m cracked concrete c' in. 7112 10 121/2 15 171/2 20 25 T. be,. m (mm) (191) (254) (318) (381) (445) (508) (635) 5 i Psi 2,285 2,235 2,140 2,065 2,000 1,945 1,860 co n re,.,,, (MPa) (15.7) (15.4) (14.8) (14.3) (13.8) (13.4) (12.8) tu Characteristic bond in 23/e 2'/, 3'/8 31/2 31/2 4 5 strength and minimum horn, anchor embedment In (mm) (60) (70) (79) (89) (89) (102) (127) uncracked concrete in. 71/2 10 12'12 15 17'/2 20 25 h11,,,o, (mm) (191) (254) (318) (381) (445) (508) (635) Psi 445 430 380 345 315 295 260 n (MPa) (3.1) (3.0) (2.6) (2.4) (2.2) (2.0) (1.8) Characteristic bond strength and minimum in. 23/8 23/` 31/° 3'/2 31/2 4 5 anchor embedment in h`''°" m 2 (mm) (60) (70) (79) (89) (89) (102) (127) cracked concrete C9 In. 7112 1D 12'12 15 171/2 20 25 2 ham.. CD (mm) (191) (254) (318) (381) (445) (508) (636) 1 Psi 790 770 740 715 690 670 645 2. rk,„ (MPa) (5.4) (5.3) (5.1) (4.9) (4.8) (4.6) (4.4) m Characteristic bond in /,2�/e 2' 3'/e 3'/2 31/2 4 5 I- strength and minimum h,r.m, anchor embedment in (mm) (60) (70) (79) (89) (89) (102) (127) uncracked concrete' in. 71/2 10 12'12 15 17'/2 20 25 • h✓.nm, (mm) (191) (254) (318) (381) (445) (508) (636) Dry concrete 4 - 0.65 0.65 0.65 0.65 0.55 0.55 0.55 N c 0 0.55 0.55 0.45 0.45 0.45 0.45 0.45 - c Water-saturated ��' $ concrete c K., - 1.0 1.0 1.0 1.D 1.0 0.99 0.94 o . CC m to 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Water-filled hole K., - 1.00 1.00 0.96 0.91 0.87 0.84 0.79 11))" V h „., 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Underwater . rl application At. - 0.95 0.94 0.94 0.93 0.92 0.92 0.91 For SI:1 inch e 25.4 mm, 1 Ibf=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 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi_<f,_<4,500 psi.For the range 4,500 psi<ff s 6.500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<f s 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2 Bond strength values are for sustained loads including dead and live loads.For load combinations consisting of short-term loads only such as wind and seismic,bond strengths may be increased 40 percent. 'Temperature range A:Maximum short term temperature= 110°F(43°C),maximum long term temperature=80°F(26°C). Temperature range B:Maximum short term temperature=162°F(72°C),maximum long term temperature=110°F(43°C). Short 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. 4 For structures assigned to Seismic Design Categories C,D,E or F,bond strength values must be multiplied by,rn.,,„=0.65. 1� Lip a.0 /5-coo 3c' cite)N E/2_ Pa rr o Structural Calculations For RECEIVED JUN 2 a 2015 Structural g1�r OF Analysis and Desi TIGARD Y Water Pump Anchorage and FouiVIR DIVISION For Durham AWWTP Tigard, OR Prepared for 2KG Contractors, Inc. Portland, OR PACE Project Number 15826 May 29th 2015 ***Limitations*** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and/or liability is assumed by, or is to be assigned to the engineer for items beyond that shown on these sheets. 17 sheets total including this cover sheet. 0,0 PROA- 6, � �GINFcc �O 76414 PE 'A OREGON <s>. lily 9,200 el °'O/1ERW.1\ Expires 12/31/2015 PACE ENGINEERS, Inc. 5000 Meadows Road, Suite 345 Lake Oswego, OR 97035 (503) 597-3222 Fax (503) 597-7655 r PACE Structural Analysis and Design I Water Pump Anchorage and Foundation PACE Job No. 15826 Structural Calculations Table of Contents Item Sheets 1. Master Data Sheet MD1 2. Load Analysis LA1 — LA2 3. Gravity and Lateral Design L1 — L8 4. Reference Drawings R1 — R4 PACE An Engineering Services Company MASTER DATA SHEET & DESCRIPTION MD1 Project Description: PACE Job No. 15826 The scope of work for this project includes the structural analysis and design of anchor bolts and the housekeeping pad thickness for the Vaughan Model STSP6K-1175 Self-Priming Stainless Steel Chopper Pump to be installed at the Durham Advanced Wastewater Treatment Facility in Tigard, OR. Housekeeping pad is designed by others. Project Specifications: Code: 2014 Oregon Structural Specialty Code Based on the 2012 International Building Code ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Risk Category: IV ASCE 7-10 Seismic Design: Spectral Response Coefficient, Sos: 0.714g USGS Design Maps Spectral Response Coefficient, SD1: 0.441g USGS Design Maps Seismic Design Category D ASCE 7-10 Table 11.6-1 & 11.6-2 Importance Factors, IP: 1.5 ASCE 7-10 Section 13.3.1 Seismic Coefficient, ap: 1.0 ASCE 7-10 Table 13.5-1 or 13.6-1 Response Modification Factor, RP: 2.5 ASCE 7-10 Table 13.5-1 or 13.6-1 Wind Design: Wind Speed: 115 mph 3-Second Gust Wind Exposure: B Wind Analysis Procedure: Other Structures and Building Appurtenances — MWFRS Material Data: Concrete support floor: Concrete Compressive Strength f'c = 3,000 psi (Assumed) Steel Reinforcement Yield Strength Fy = 60,000 psi Concrete Anchors: Hilti Kwik Bolt TZ; Stainless Steel Special Inspection: Special inspection is required for the following: • Anchorage Structural Analysis Software Used: Microsoft Excel HILTI "Profis" proprietary concrete anchor program design Maps Summary Report http://ehp3-earthquake.wr.usgs.gov/desigmnaps/us/summary.php?temp. USGS Design Maps Summary Report LA 1 User-Specified Input Report Title Durham AWWTP Fri May 29, 2015 17:48:51 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.3992°N, 122.7645°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) 50000 ;: ;�; 4A. l4 F.7rrrnng1en © t, C . O Milwaukee a'I takefOswego Il ,� � .....E Sc boils 0 b King City90 D rharn;• 0l - • T :Latin • N O R T'H • • Sherwood I V A M E R I C A mapciuest ��sv 02015 Mapiiest Some data 02015'Op 0 MapQuest USGS-Provided Output Ss = 0.959 g SMS = 1.070 g Sps = 0.714 g S1 = 0.418 g SM1 = 0.662 g SD1 = 0.441 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.G4 0.88 0.5G 0.77 0.48 0.G6 0.40.40 I ( .055 1 N 0.32 0.44 0 0.24 .33 0.22 0.16 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. of 1 5/29/2015 10:48 AI' Search Results for Map http://windspeed.atcouncil.org/index.php?option=com_content&view. ts t ( r 1 i Applied Technology Councit t W/NDSPEED BYL OCAT/ON 11 Home Related Resources Sponsors About ATC Contact Search Results BRITISH COI MARIA SASKATCHEWAN Latitude:45.3992 Longitude:-122.7645 ASCE 7-10 Wind Speeds Sea111e (3-sec peak gust MPH*): NOR IIINCTIN MONTANA OAK( Risk Category I: 100 SOU Risk Category II: 110 „I,f;,,,,; OAR( Risk Category III-IV: 115 °' wvCMINO MRI** 10 Year: 72 NFs MRI**25 Year: 79 NEver)? United Sb MRI**50 Year: 85 San Francisco UTAH , ,COLOAAOO M MRI**100 Year:91 ° CAI'FORMA oLes Vegas ASCE 7-05:85 Los Angeles ARIZONA ASCE 7-93:77 o NEW M.Fx1Cn — San Oi o_eao"—Map data 02015 Google,INEGI •MPH(Miles per hour) ••MRI Mean Recurrence Interval(years) Users should consutl with local building officials to determine if there are community-specific wind speed requirements that govern. 121 I N—) ?C-�. 13 POF S1C.�S+ \�L �11`� � Download a PDF of your results r-1 0 Print your results WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s)described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 of 1 5/29/2015 10:57 M JOB NO. 15826 A W JOB NAME Durham AWTP �� PP SHEET NO. L1 OF An Engineenng Se,vices Company CALCULATED BY MD DATE 5/29/15 5000 Meadows Road Suite 345 CHECKED BY DATE Lake Oswego,OR 97035 Architectural, Mechanical, and Electrical Component Anchorage Fp per ASCE 7-10 Equipment: Vaughan Chopper Water Pump Design Input Effective Equipment Width (W)= 26.50 in. Effective Equipment Length (L)= 58.00 _in. Effective Equipment Height(H)= 34.00 in. Restraints Effective in Shear(N)= _ 4 Equipment Weight(Wp)= 1,488 lbs. Design Criteria Amplification Factor (ap)= 1.0 ASCE 7-10 Table 13.5-1 or 13.6-1 Response Modification Factor(Rp)= 2.5 ASCE 7-10 Table 13.5-1 or 13.6-1 Spectral Acceleration, Short Period (Sps)= 0.714 USGS Design Maps Importance Factor(Ip)= 1.5 ASCE 7-10 Section 13.1.3 Equipment Elevation (z)= 0 ft. Average Roof Height(h)= 1 ft. Lateral Force Fmin = [0.3*Sos*Ip*Wp]= 478 lbs. ASCE 7-10 Eq. 13.3-3 4—Controls Fp = {[(0.4*ap*Sps)/(Rp/Ip)]*[1+2*(z/h)]*Wp}= 255 lbs. ASCE 7-10 Eq. 13.3-1 Fmax= [1.6*Sps*Ip*Wp]= 2,550 lbs. ASCE 7-10 Eq. 13.3-2 Overturning Restraints Effective in Tension (n)= 2 Center of Gravity(CG)= 12.00 in Assumed Resisting Moment(MR)= 1,244 ft-lb MR = (0-9-0.20*SDS)*Wp*(W/2) Overturning Moment(MOT)= 478 ft-lb MOT= Fp*CG Factor of Safety (FSo1)= 2.6 > 1.0 FSOT= MR/MOT Anchor Bolt Forces P = (MOT- MR) /W = 0 lbs. Net Uplift PS= P/ n = 0 lbs. Applied Restraint Tension VS = Fp/N = 120 lbs. Applied Restraint Shear No Uplift Vs = 1.0 * 120 = 120 lbs. See Hilti analysis on sheet L2 P:1P 151I 532.6-2KG Contractors- Durham AV1/1NIP Anchorage\Spreadsheets120150520 - Equipment Anchorage I�■i1`TI www.hlltl.us Profis Anchor 2.5.3 Company: PACE Engineers,Inc Page: 0 Specifier: Mike Daily Project: Durham AWVVfP Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos.No.: 15826 I r� Phone I Fax: (503)597-32221(503)597-7655 Date: 5/29/2015 E-Mail: miked @paceengrs.com Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 304 1/2(3 1/4) a;::=31110C15 Effective embedment depth: hef,act=3.250 in.,h,=3.625 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 1 5/1/2015 Proof: Design method ACI 318-11/Mech. Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;el,= 1.500 in.;t=0.375 in. Hilti Grout:CB-G EG,epoxy,fc gyro„t=14939 psi Anchor plate: Ix x ly x t=2.000 in.x 2.000 in.x 0,375 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(0.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.lb] z O4 4.5 * x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HO AG,FL-9494 Schaan Hilti is a registered Trademark of Hub AG,Schaal) 1141 ■TI www.hiiti.us Profis Anchor 2.5.3 Company: PACE Engineers,Inc Page: 1 Specifier: Mike Daily Project: Durham AWVVfP Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos.No.: 15826 L/1 Phone I Fax: (503)597-32221(503)597-7655 Date: 5/29/2015 E-Mail: miked @paceengrs.com 2 Load case/Resulting anchor forces Load case: Design loads Y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 120 0 120 max.concrete compressive strain: -[960] x max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Nu.[Ib] Capacity+Nn[Ib] Utilization pN=N„a/$■n Status Steel Strength" N/A N/A N/A N/A Pullout Strength` N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A 'anchor having the highest loading "anchor group(anchors in tension) 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 Schaan Hilti is a registered Trademark of Hilli AG,Schaan 1■■11 ■TI www.hilti.us Profis Anchor 2.5.3 Company: PACE Engineers,Inc Page: 2 Specifier: Mike Daily Project: Durham AWWTP Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos.No.: 15826 Phone I Fax: (503)597-3222 I(503)597-7655 Date: 5/29/2015 E-Mail: miked @paceengrs.com 4 Shear load Load Vua[Ib] Capacity,V„[Ib] Utilization p„=Vua/4)V„ Status Steel Strength' 120 3578 4 OK Steel failure(with lever arm)* 120 658 19 OK Pryout Strength** 120 6899 2 OK Concrete edge failure in direction y+• 120 2235 6 OK •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 Vsleel Vua ACI 318-11 Table D.4.1.1 Variables n Ase.v[in.21 futa[psi] 1 0.10 115000 Calculations Vsa,413] 6880 Results Vsa.eq[Ib] steel----- $eb •Vsa[lb] Vua[lb] 6880 0.650 0.800 3578 120 4.2 Steel failure(with lever arm) Vrt =aML Ms bending equation for stand-off Lb Ms =MS(1 - Nua) resultant flexural resistance of anchor \ 4Nsa M; =(1.2)(S)(fu,min) characteristic flexural resistance of anchor (1 - N°a) reduction for tensile force acting simultaneously with a shear force on the anchor 4Nsa 3 S ="32) elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(do) internal lever arm adjusted for spalling of the surface concrete (kV." z Vua ACI 318-11 Table D.4.1.1 Variables au fu me[psi] Nua[Ib] - ¢Nsa[Ib]-- z[in.] n do[in.] 2.00 115000 0 8665 1.688 0.500 0.500 Calculations Nua\ M;[in.Ib] (1 Ms[in.lb] - Lb[in.] 980.410 1.000 980.410 1.938 Results Vs"[lb] 4)steei AVM[Ib] Vua[lb] 1012 0.650 658 120 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Rini AG.FL-9494 Schaan RHO is a registered Trademark of I-11111 AG.Schaan • 1■IIIILTI www.hlitl.us Profis Anchor 2.5.3 Company: PACE Engineers,Inc Page: 3 Specifier: Mike Daily Project: Durham AVVWTP �� Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos.No.: 15826 Phone I Fax: (503)597-3222 I(503)597-7655 Date: 5/29/2015 E-Mail: miked @paceengrs.com 4.3 Pryout Strength ANc Vcp =kcp L(ANeo)Wed,N Wc,N Wcp,N Nb] ACI 318-11 Eq.(D-40) .V,„z Vua ACI 318-11 Table D.4.1.1 ANC see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 h;r ACI 318-11 Eq.(D-5) 1 Wec,N= (1+2 eN s 1.0 ACI 318-11 Eq.(D-8) 3 her Wed,N=0.7+0.3( ! !L)5 1.0 ACI 318-11 Eq.(D-10) 1.5her Wcp.N=MAX(c n.1.5h1 s 1.0 ACI 318-11 Eq.(D-12)Cat Nb =kc A.a If(heir ACI 318-11 Eq.(D-6) Variables kcp her[in.] ec1,N[in.] eaN[in.] ca,mm[in.] 2 3.250 0.000 0.000 4.500 Wc,N cac[in.] kc xa fe[psi] 1.000 7.500 17 1.000 3000 Calculations AN.[in•2) ANw[in•2] Weci,N Wec2.N Wed,N Wcp.N Nb[Ib] 87.89 95.06 1.000 1.000 0.977 1.000 5455 Results Vcp[Ib] +concrete +seismic 4tnonductte 4,Vcp[lb] Vua[Ib] 9855 0.700 1.000 1.000 6899 120 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schaan Huh is a registered Trademark of Hlltl AG,Schaan 1■■111.T1 www.hilti.us Profis Anchor 2.5.3 Company: PACE Engineers,Inc Page: 4 Specifier: Mike Daily Project: Durham AVVVVfP Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos. No.: 15826 l �� Phone I Fax: (503)597-32221(503)597-7655 Date: 5/29/2015 E-Mail: miked@paceengrs.com 4.4 Concrete edge failure in direction y+ Vcb = (7,:\70)4red,V 4/eV 41h,V Wparallel.V Vb ACI 318-11 Eq.(D-30) Vcb z V„a ACI 318-11 Table D.4.1.1 Avc see ACI 318-11,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cat ACI 318-11 Eq.(D-32) 1 4Iec.V= 2e„5 1.0 ACI 318-11 Eq.(0-36) 1 +3cat gred.V=0.7+0.3(1 Scat)5 1.0 ACI 318-11 Eq.(D-38) h,V = ,�V 11.5Cat 4 h a 1.0 ACI 318-11 Eq.(D-39) r a 0.2 Vb = (7 (d) �)1.a C;; ACI 318-11 Eq.(D-33) a Variables cat[in.] cat[in.] ecv[in.] 4rc,V ha[in.] 4.500 4.500 0.000 1.200 6.000 la[In.] 1<a da[in.] fc[psi] 4rparallel,v 3.250 1.000 0.500 3000 1.000 Calculations Avc[in.2] Avco[in.21 4/ec,V 4red.V tlrh,v Vb[Ib] - 67.50 91.13 1.000 0.900 1.061 3763 Results Vcb[lb] a}conuele @seismic _— gnondudlleVcb[Ib] Vua[lb] 3193 0.700 1.000 1.000 2235 120 5 Warnings • Load re-distributions 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 loading! 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(13 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! • Refer to the manufacturer's product literature 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 D.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)requires that 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) waives the ductility requirements and requires that the anchors shall 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)waives the ductility requirements and requires 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 S2o. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).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 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • 11.11`TI www.hilti.us Profis Anchor 2.5.3 Company: PACE Engineers,Inc Page: 5 Specifier: Mike Daily Project: Durham AVVVVTP Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos.No.: 15826 Phone I Fax: (503)597-32221(503)597-7655 Date: 5/29/2015 E-Mail: miked @paceengrs.com 6 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-SS 304 1/2(3 1/4) Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:480.001 in.lb Hole diameter in the fixture:dr=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.375 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 1 Coordinates Anchor in. Anchor x y c.x c.x c-r c.y 1 0.000 0.000 4.500 - - 4.500 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 Schaan Hilti Is a registered Trademark of Huh AG,Schaan I■■11`.TI www.hilti.us Profis Anchor 2.5.3 Company: PACE Engineers, Inc Page: 6 Specifier: Mike Daily Project: Durham AVWVfP Address: 5000 Meadows Road,Suite 345 Sub-Project I Pos.No.: 15826 Phone I Fax: (503)597-3222 i(503)597-7655 Date: 5/29/2015 (�{ E-Mail: miked @paceengrs.com 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 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 Schaan Hilti is a registered Trademark of Hilti AG,Schaan NOTES: 1. PUMP & BASE WEIGHT: 925 LBS. 60" 2. MOTOR WEIGHT: 563 LBS 3. TOTAL WEIGHT: 1488 LBS 4X 03/4" HOLES 4. PERFORMANCE: 1000 GPM ® 45' FOR. 58" 5. MOTOR: 25 HP, 1170 RPM, 460 V, 3 PH, 60 HZ, 1.0 SF, 'C" FACE MOUNTED, CL 1, DN. 2, INVERTER DUTY, NEMA PART 31, 3 THERMOSTATS TEFC. ELECTRIC MOTOR. 7 5/16" 1" 6. FINISH: SANDBLAST, PRIME COAT OF TNEMEC 27WB EPDXY & FINISH COAT OF + TNEMEC SERIES 115 (EXCEPT MOTOR & SS FLANGES) 7. SUPPLY VAUGHAN SELF-PRIMER CARTRIDGE SEAL 26 1/2' 4t pc' 8. VITON ELASTOMERS REQUIRED. 2 3/4" 9. C04MCU: IMPELLER de CUTTER BAR REQUIRED. 28" 24' _ I 10. FACTORY TESTING REQUIRED PER UST OF EQUIP. Al • AU. SUCTION PIPING MUST BE MIN. OF 6" DIA. 6" X 8" REDUCER 3/4". AT PIPING SUCTION INLET RECOMMENDED. 6" FF 150 LB. DISCHARGE FLANGE 2 1/4" CUSTOMER MUST SUPPLY AIR VENT/BYPASS ON• ' .IPING FOR PROPER PRIMING •. :•I•, 10 9/16" 1, µ y L,� fi4 15/16" (4� /Z' 4-/i Lr1 L.+w 1 �.r 15G3 L- 71. S�C 1 I�L.E-S 5 ?r CE fL ( 1) L/4` M it,.)- ff-t5rrrn� 6" FF 150 LB. DISCHARGE FLANGE 6" FF 150 LB. SUCTION FLANGE ~- 6" FF 150 LB. SUCTION FLANGE • • i- lir 5 7/8" i ,I• -T4 o ---T i FTING EYES A=r girt r. 1 l'il 35 15/16" 23 7/8" II °' J ' I I 33 3/4" 27 7/8" Ilk?Milli "L" ,. to 15 1/8" t 2 7/8" -ill�....�III_ 4 1/4"J .:=4:::C9..:. .:.y ClovDC-"2 11-541s M..�,,, V'JtCEO a au.• han I 'a s :t.a; OUTLIINE DIMENSIONS 9 �3 c1 4:••;a:' T', MODEL STSP6K-1 175 _ WO)149-6:55 t' l ?ACE, E.OctL►•X 12-S 1 (N.)L • s =S , ( =:1' . , '•`=:e (1) ALUM MIXING PUMP , inaposis ESE OR = Mx$FOP r ro°:0`°"= DURHAM AWWTF 4:7.7f:::CC:.W::Y:41 '�'}> YCC I YCC KCW 1".=.1' e.,....��.a. 126844 3/31/15 117663 0 SPECIFICATIONS—4"-6" SELF-PRIMING CHOPPER PUMPS The self-priming chopper pump shall be a centrifugal pump specifically designed to pump waste solids at heavy consistencies without plugging or dewatering of the solids. Materials shall be chopped/macerated and conditioned by the pump as an integral part of the pumping action. The pump must have demonstrated the ability to chop through and pump high concentrations of solids such as plastics, heavy rags, grease and hair balls,wood, paper products and stringy materials without plugging, both in tests and field applications. Pump shall be manufactured by Vaughan Co., Inc. DETAILS OF CONSTRUCTION A. Housing: Shall include ANSI Class 125 flanged inlet and discharge flanges, an oversized cleanout and mounting feet. The housing shall be ductile cast iron with all water passages to be smooth, and free of blowholes and imperfections for good flow characteristics. B. Casing and Back Pull-Out Plate: The pump casing shall be of volute design, spiraling outward to the ANSI Class 125 flanged centerline discharge. Back pull-out design shall incorporate jacking bolts for accurate adjustment of impeller-to-cutter bar clearance, and shall allow removal of pump components without requiring disconnection of casing from inlet or discharge piping. Casing & backplate shall be ductile cast iron with all water passages to be smooth, and free of blowholes and imperfections for good flow characteristics. A pressure tap shall be included on or near the discharge flange. Backplate shall include a replaceable Rockwell C 60 steel cutter adjustable for 0.005-0.015"clearance to cut against the rotating impeller pumpout vanes for removing fiber and debris. Casing shall be a separate parts component of the housing. C. Impeller: Shall be semi-open type with pump out vanes to reduce seal area pressure. Chopping/maceration of materials shall be accomplished by the action of the cupped and sharpened leading edges of the impeller blades moving across the cutter bar at the intake openings, with a maximum set clearance between the impeller and cutter bar of 0.015-0.025"cold. Impeller shall be cast alloy steel heat treated to minimum Rockwell C 60 and dynamically balanced. The impeller shall be threaded to the shaft and shall have no axial adjustments and no set screws. D. Cutter Nose: Designed to cut stringy materials and prevent binding using two opposing cutter edges that cut against the inside of the cutter bar fingers. The cutter nose shall be cast steel heat treated to minimum Rockwell C 60. E. Cutter Bar: Shall be recessed into the pump bowl, and shall extend diametrically across entire pump suction opening. Cutter bar shall be alloy steel and heat treated to minimum 60 Rockwell C Hardness. F. Upper Cutter: Shall be threaded into the backplate behind the impeller, designed to cut against the pump-out vanes and the impeller hub, reducing and removing stringy materials from the mechanical seal area. Upper cutter shall be cast steel and heat treated to minimum 60 Rockwell C Hardness. G. Pump Shafting: Shall be heat treated alloy steel. H. Bearings: Shall be oil bath lubricated with ISO Gr. 100 hydraulic oil and site glass indication. Shaft thrust in both directions shall be taken up by a double-row angular contact ball bearing. A single-row radial bearing shall also be provided. B10 bearing life shall be minimum 100,000 hours. I. Back Pull-Out Bearing Housing: Shall be ductile cast iron, and machined with piloted bearing fits for concentricity of all components. Back pull-out design shall incorporate jacking bolts for accurate adjustment of impeller-to-cutter bar clearance, and shall allow removal of pump components without requiring disconnection of housing from inlet or discharge piping. Viton®double lip seals riding on a stainless steel shaft sleeve shall provide sealing at both ends of the bearing housing. J. Mechanical Seal: Mechanical seal shall be cartridge type with silicon carbide faces. Seal shall be positively driven by set screws. Elastomers shall be Viton. This cartridge seal shall be a pre-assembled, and pre-tested so that no seal settings or adjustments are required from the installer. Any springs used to push the seal faces together must be shielded from the fluid to be pumped. The cartridge shall also include a 17-4PH, heat- treated seal sleeve and a CF8M stainless steal seal gland. K. Shaft Coupling: Bearing housing and motor stool design is to provide accurate, self-aligning mounting for a C-flanged electric motor. Pump and motor coupling shall be T.B. Woods Sureflex elastomeric type. L. Stainless Steel Nameplates: Shall be attached to the pump and drive motor giving the manufacturer's model and serial number, rated capacity, head, speed and all pertinent data. M. Motor Requirements: Drive motor shall be 25 HP, 1170 RPM, 460 volts,3 phase, 60 hertz, 1.15 service factor, C-flange mounted, TEFC enclosure, The motor shall be sized for non-overloading conditions. N. Finish: Commercial sandblast (except motor), primed with 5-8 MDFT epoxy primer and finish coated with 2-4 MDFT acrylic(except Motor). FORM V384-REV2-ECN2979 03356F.dgn 1/9/2015 CH2MHILL PROJECT N.O. 495379 (4 VI.'14 w1un tL 116. got_r ,-%, 51-AIrJk..k-Sc STLS,CL. 011/41-1 WO 4 (../Av n� 4 1/2" MIN ALL AROUND 3" MIN ALL AROUND EQUIPMENT BASE #4 @12" EW F—I • I 1 1/2" ANCHOR BOLT, SEE NOTES & ANCHOR BOLT DETAILS 1 1/2" FLUID MAX NON-SHRINK GROUT ' 11 3/4" CHAMFER, TYP �14j� � � 2 -#4 11@ TOP OF PAD Z ADDL#4@6"I 11 Ce511-41+-3 OTE 7 ivr JLid FOR PAD HT > 10",r U • • • • ANCHOR BOLT SLEEVE #5 ADHESIVE DOWEL @ 12" MAX, 4 MIN, EXST SUSPENDED SLAB EMBED PER ( 3265 OR SLAB ON GRADE, FOR THICKNESS SEE PLANS CONSTRUCTION JOINT, ROUGHEN & CLEAN PRIOR TO PLACING PAD TYPE F a .., L.afyC-0 !t'e..N1S 1)11-01/4/t a ('\C F I+_)<Z.A72- / I JC, GENERAL NOTE: rj 2-9/ k Cj FOR GENERAL NOTES SEE DETAIL 9 OF 9. CONCRETE EQUIPMENT PAD - TYPE F NTS DETAIL5OF9 CLEAN WATER SERVICES ( 3356 DURHAM AWWTF PHASE 5B2 CH2MHILL 03356L'.dgn 1/9/2015 CH2MHILL PROJECT NO 495379 NOTES: 1. PAD SIZE SHALL BE MINIMUM INDICATED OR AS SHOWN ON THE PLANS OR AS INDICATED BY THE MANUFACTURER AND APPROVED BY THE ENGINEER. 2. THE SIZE, NUMBER, TYPE, LOCATION, AND THREAD PROJECTION OF THE ANCHOR BOLTS SHALL BE DETERMINED BY THE EQUIPMENT MANUFACTURER AND AS APPROVED BY THE ENGINEER. ANCHOR BOLTS SHALL BE HELD IN POSITION WITH A TEMPLATE OR OTHER ACCEPTABLE MEANS, MATCHING THE BASE PLATE, WHILE PAD IS BEING PLACED. 3. ANCHOR BOLT SLEEVES SHALL BE USED TO PROVIDE MINIMUM ANCHOR BOLT MOVEMENT OF 1/2" IN ALL HORIZONTAL DIRECTIONS. THE MINIMUM SLEEVE LENGTH SHALL BE 8 TIMES THE BOLT DIAMETER. 4. ANCHOR BOLT SLEEVES SHALL HAVE A MINIMUM INTERNAL DIAMETER 1" GREATER THAN BOLT DIAMETER AND A MAXIMUM INTERNAL DIAMETER 3" GREATER THAN ANCHOR BOLT DIAMETER. SLEEVES SHALL BE FILLED WITH NON-SHRINK GROUT AFTER BOLTS ARE ALIGNED. SEE ® . 5. EQUIPMENT BASES SHALL BE INSTALLED LEVEL UNLESS INDICATED OTHERWISE. 6. WEDGES, SHIMS, OR LEVELING NUTS SHALL BE USED TO SUPPORT THE BASE WHILE THE NON-SHRINK GROUT IS PLACED. WEDGES OR SHIMS THAT ARE LEFT IN PLACE SHALL NOT BE EXPOSED TO VIEW. 7. HEIGHT OF PADS SHALL BE MINIMUM REQUIRED FOR ANCHOR BOLT CLEARANCE TO KEEP ANCHOR BOLT ABOVE SUPPORTING SLAB (SEE TABLE BELOW). WHERE EQUIPMENT OR PIPING ELEVATION REQUIRE A PAD HEIGHT LESS THAN THE MINIMUM SHOWN, USE TYPE "B" EQUIPMENT PAD WITH BLOCKOUT. 8. TYPE "D" PAD SHALL BE USED ONLY WHERE SPECIFICALLY INDICATED. PLACE THE SURROUNDING FLOOR SLAB AFTER THE EQUIPMENT PAD. 9. AT CONTRACTOR'S OPTION, CONCRETE ANCHORS MAY BE USED IN LIEU OF CAST-IN-PLACE ANCHOR BOLTS FOR EQUIPMENT ANCHOR BOLTS LESS THAN 3/4" DIAMETER WHEN APPROVED BY THE EQUIPMENT MANUFACTURER AND APPROVED BY THE ENGINEER. ANCHORS SHALL BE INSTALLED WITH 4" MINIMUM EDGE DISTANCE IN EACH DIRECTION. • AB DIA (IN.) 1/2 5/8 3/4 7/8 1 1 1/4 1 3/8 1 1/2 1 3/4 2 MIN PAD HT (IN.) 7 8 1/2 10 11 12 1/2 15 16 1/2 18 21 24 CONCRETE EQUIPMENT PAD - NOTES NTS DETAIL 9 OF 9 CLEAN WATER SERVICES ( 3356 DURHAM AWWTF PHASE 5B2 CH2MHILL u gol� o3W D,2 /it 6-e it14"5/5 RECEIVED JUN 222015 CITY OF TIGARD BUILDING DIVISION oEcs ENVIRONMENTAL SOLUTIONS ECS Environmental Solutions V1 CARBON ADSORBER SYSTEM Response to Submittal Review Comments Clean Water Services Durham AWWTF Phase 5B2 Primary Treatment and Hydraulic Improvements Project Specification Section 11581 — Dry Media Scrubber System Revision: 0 Revision Date: 06/09/2015 2201 Taylors Valley Rd. ECS Environmental Solutions 254.933.2270 phone Belton, TX 76513 www.ecs-env.com www.ecs-frp.com 254.933.2212 fax Durham 5B2 Primary Treatment ECS Specification Section 11581 V1 Carbon Adsorber Project Name: 6491 — Primary Treatment and Hydraulic Capacity Improvements CIP Program Engineer: CH2M HILL Submittal Package No.: 11581-1 Review Date: May 7, 2015 COMMENTS & RESPONSES Anchorage and Bracing calculations comply with contract documents except as indicated below 1. This submittal has been reviewed for compliance with contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes. The correct criteria were implemented in the design unless specifically commented on otherwise. The calculations were not checked for accuracy or correctness except for general compliance. An engineer registered in the state of Oregon who is responsible for the design of this particular element has stamped the calculations. ECS Response: Noted. 2. Note that ASCE 7-10 referenced by IBC 2012 is the current design standard for this system. Amend calculations where required prior to submitting to the authority having jurisdiction. ECS Response: Noted, please see enclosed revised calculations. Attachments: • PE Calculations Revision 01 9 June 2015 Response to Submittal Review Comments Page 2 • Design Calculations For: V1 Carbon Adsorber System ECS Manufacturing Project#3090 For Clear Water Services Durham AWWTF Phase 5B2 Tigard, OR Prepared By: Guy P. Gentry MSCE, PE - LLC 219 Dewberry Drive Lake Jackson, TX 77566 Texas Firm Registration No. 12473 8-Jun-2015 Rev 01 69240E o 1 GEIYP41t.tPE N'[ tJ pGEttls 9547S .tr: EXPIRATION DATE t. ,. .... � Design Summary: 48" Dia Flat Head = Minimum combined laminate thicknesses of 0.47" as follows: Interior corrosion barrier= 0.10" (1C2M) Structural wall = 0.37" HLU 48" Dia dished head Joint= 1C3M - Inside, Outside (0.22" total Min structural) 48" Shell Body= Minimum combined laminate thicknesses of 0.22" as follows: Interior corrosion barrier= 0.10" (1C2M) Structural wall =0.12" FW 48" Flat Bottom = Minimum combined laminate thicknesses of 0.25"as follows: Interior corrosion barrier= 0.10" (1C2M) Structural wall = 0.15" HLU Weight Estimate= See Appendix "A" Seismic Calculations= See Appendix "B" Wind Calculations= See Appendix "C" Nozzle Joints= Per ASME RTP-1, FIG. 4-8. Nozzle reinforcement= Per ASME RTP-1, 3A -700, 710, 720 and 730. See Appendix "F" Anchor Lugs = (4) Anchor Lugs See Appendix "D" Anchor Bolts = (4) Required Hilti HIT-RE 500+ HAS-R 304/316 3/4" See Appendix "D" Embed = 4.882" Lifting Lugs= Minimum of (2) lifting lugs required. See Appendix "E" Carbon Support Beam = FRP 4"x4"x0.29" box beam (and Circumferential ledge) See Appendix "G" Foundation Design = Designed by Others. Process Design = Designed by Others. Ladder/Platform Designs= Designed by Others. Owner needs to ensure vessel is positively vented at all times to prevent vacuum failure. Fiat Bottom Tank Design - Input Data Sheet Date: 1-May-15 Customer Name: ECS #3090 Tank Description: V1 Carbon Adsorber Job Site Location: Tigard, OR Design By (User): Guy P. Gentry MSCE, PE 1) Tank Physical Data: Tank Diameter(ft) D= 4 ft Tank Height (ft) H = 5 ft Cover Type = Dished (F&D) 2) Number of Shell Thickness Regions: N = 1 Shell Section Elevations: Section 1: EL. 0 ft thru EL. 5 3 ) Liner Data: a) Liner Sequence: 1 Veil Layers 2 Mat Layers (1/5 oz/ft2) b) Veil Material Type: C-Veil or Nexus (C/N) C Approx. Liner Thickness (in) 0.096 in c) Is the Liner to be considered in structural calculations? (Y/N) Y d) Liner Resin: Der 5108 See resin manufacturer's letter. 4) Structural Laminate Data: a) Structural Laminate Type (FW or HLU) FW Internal Pressure: Design Strain (in/in) = 0.001 b) Winding Angle (degrees) 70 c) Structural Laminate Resin: Der 5108 See resin manufacturer's letter. 5) Design Parameters: a) Product specific gravity: 'l = 1 (Flooded) b) Maximum product elevation (ft): HLL = 5 ft (Flooded) c) Positive internal pressure (psi): P = 0.4333 psi d) External pressure (psi): PE = 0.0000 psi Buckling Safety Factor(default = 5) FSe = 5 Maximum Stiffener Spacing 5 ft Does External Pressure act on flat bottom? N Deflection Limit on bottom (0.5% of Dia is default) N/A in e) Seismic Zone: Occupancy Category= Ill Importance Factor Seismic IBC 2012 Is = 1.25 f) Wind speed (mph) (ASCE 7-10) V 115 mph Exposure Category(B,C or D) Ce = C Importance Factor Seismic lw= 1.15 Buckling F.O.S. Wind/ Seismic FSb = I 5 I g) Cover Loading: Distributed Load (psf) Pa= 25 psf Is cover loading additive to external pressure? (YIN) N Concentrated Load (lbs) Fc = 250 lbs Load Radius (in) RI= 2.5 in h) Design temperature (F): T = 100 F i) Temperature Retention Factor R = 1 j) Anchorage Design: (See Appendix"D") k) Tank empty weight Ws = 266 lbs Design Criteria: REFERENCE CODES AND STANDARDS ASTM D3299 (Filament Wound Glass Reinforced Thermoset Resin Tanks) ASTM D4097 (Contact Molded Glass Reinforced Thermoset Resin Tanks) ASCE 7-10, IBC 2009 seismic coefficients. ASME RTP-1 (Section 3A) LAMINATE PHYSICAL PROPERTIES: HAND LAY-UP LAMINATES: Minimum physical properties per ASTM D - 3299. TABLE 1 Minimum Laminate Thickness 3/16" 1/4" 5/16" 3/8" Ultimate tensile strength (min.), psi 9000 12000 13000 15000 Flexural strength (min.), psi 16000 19000 20000 22000 Flexural modulus of elasticity(tangent), psi 700000 800000 900000 1000000 DESIGN STRESS, STRAIN and FACTORS of SAFETY: (a) Factor of safety for hand lay-up laminates under operating conditions when comparing the maximum stress to ultimate strength 10 (b) Maximum allowable strain in filament wound laminate caused by operating conditions: [in/inj 0.001 (c) Factor of safety for buckling due to wind loading 5 (d) Factor of safety for buckling due to seismic loading 5 (e) Factor of for live loads on cover 5 Tank Design Summary - Output Date. 1-May-15 Design By (User). Guy P. Gentry MSCE, PE Customer Name: ECS #3090 Tank Description: V1 Carbon Adsorber 3) Flat Top Thickness: Job Site Location: Tigard, OR TTOPHEAD" 0.47 in 1) Tank Physical Data: (Includes CB) Tank Diameter(ft) o = 4 ft 4) Flat Bottom Thickness: Tank Height (ft) H = 5 ft TBOTTOM=" 0.25 in Liner Thickness(in) 0.096 in (Includes CB) Sequence = 1 C + 2 M Liner Resin: Der 510B Structural Resin: Der 510B 5) Approximate Capacity and Empty Tank Weight: 2) Shell Thickness Regions: VTANK= 470 gallons (to top tangent line) W TANK = 266 lbs (tank only)rr Section 1: EL. 0 ft thru EL. 5 ft TOTAL WEIGHT = 2531 lbs (tank+ Product) Section 1 Thickness = T1 = 0.220 in (Includes CB) 6) Anchorage Requirements: See Appendi: A, B & C 7) Lift Lug Requirements: See Appendix E Flat Top Design: [Ref. Roarks VI, Table 24, Case 10b - Circular plate, all edges fixed, uniform distributed load] a= 24 (in) panel radius b= 1 (in) base length of section (per unit length) q = 0.43 (psi) evenly distributed pressure on panel v= 0.3 Poisson's ratio F.O.S = 10 Factor of Safety on buckling d Max= 0.24 (in) Maximum Center Deflection Solid FRP Bottom: Ef = 1 E+06 (psi) flexural modulus of elasticity a ALLOW = 4400 (psi) Allowable Stress due to vacuum Required thickness for bending stresses: t = [ ( 3q * a2 )/(4* a ALLOW)] 0.5= 0.01 in Required thickness for deflection limit: tpL2 = { [ qa° (12 ' ( 1 -v2) )]/(64 * Ef *LMAX) ) 0.33 0.47 in t MAN = 0.25 in (min thickness per ASTM D3299- for handling) t FRP= 0.47 in (Includes Structural Liner Thickness) Internal Pressure Calculations - Shell From the Input Page: Tank Physical Dimensions: Tank Diameter(ft) D= 4 ft Tank Height(ft) H= 5 ft Number of Shell Thickness Regions: N = 1 Minimum Shell Thickness= 0.18 in Shell Section Elevations: Section 1: EL. 0 ft thru EL. 5 ft Design Parameters: Product specific gravity: y= 1 Maximum product elevation (ft): HLL= 5 ft Positive internal pressure(psi): P= 0.433 psi Design Strain Allowable : F= 0.001 in/in Determine design internal pressure at tank bottom(hydrostatic) Section 1: starts @ EL. 0 ft Ph1 = 2.17 psig All sections are loaded with an axial pressure of: P= 0.43 psig Section 1: EL. 0 ft thru EL. 5 ft strain hoop= (Ph1+P)*D*12 Ph1 = 2.17 psig 2*Eh*Th1 D= 4 ft Ehoop= 2.64E+06 psig Eaxial= 9.97E+05 psig strain hoop= 0.00009 in/in Strain Allow= 0.001 in/in strain axial= P*D*12 4*EaTh1 Section 1 Thickness: T1 = 0.216 in External Pressure thickness controls= WA in strain axial= 0.00005 in/in (includes structural liner) Axial Buckling Checks From the Input Page: Tank Physical Dimensions: Tank Diameter (ft) D= 4 ft Tank Height(ft) H= 5 ft Number of Shell Thickness Regions: N= 1 Shell Section Elevations: Section 1: EL. 0 ft thru EL. 5 ft Determine overturning moment at tank bottom Section 1: moment © EL. 0 ft M1 = 1.57E+04 in-lbs Assumes a uniform load distribution "w" on a cantileverd beam, w= 8.73 lb/in Section 1: EL. 0 ft thru EL. 5 ft Allowable Buckling Load= Fl= [1.884*Ea*t2]/FSb M1 = 1.57E+04 in-lbs Fl= 17521 lbs t1 = 0.216 in Eat = 9.97E+05 psi Actual Buckling Load=Fa= 4M1 /D FSb= 5 Fa= 3610 lbs Section 1 Thickness: T1 = 0.220 in External Pressure thickness controls= N/A in (includes structural liner) External Pressure Calculations - Shell From the Input Pape: Tank Physical Dimensions: Tank Diameter(ft) D= 4 ft Tank Height(ft) H = 5 ft Number of Shell Thickness Regions: N= 1 Minimum Shell Thickness= 0.18 in Shell Section Elevations: Section 1: EL. 0 ft thru EL. 5 ft Design Parameters: External pressure (psi): Pe= 0 psi Section 1: EL. 0 ft thru EL. 5 ft t1 = 0.216 in Er= (Eh*Ea)"= 1.62E+06 psi Ea= 9.97E+05 psi Eh= 2.64E+06 psi K= 4.0-0.75*(Er/1000000)= 2.78 FSe= 5 L= [D K(Er/FSe)*(t/D)A2.5]/[Pe(1 -0.45*(t/D)A0.5)]= #DIV/0! in Is= PeLD/3(FSe)/(24Eh)= #DIV/0! in'4 Section 1 Thickness: Ti = N/A in (includes structural liner) Flat Bottom Design: [Ref. Roarks VI, Table 24, Case 10b - Circular plate, all edges fixed, uniform distributed load] a= 24 (in) panel radius b= 1 (in) base length of section (per unit length) q = 0.00 (psi) evenly distributed pressure on panel v = 0.3 Poisson's ratio F.O.S = 5 Factor of Safety on buckling 0 MAX= N/A (in) Maximum Center Deflection Solid FRP Bottom: Ef = 1 E+06 (psi) flexural modulus of elasticity O ALLOW = 4400 (psi) Allowable Stress due to vacuum Required thickness for bending stresses: t PL 1 = [ ( 3q * a2 )/(4 * (5 ALLOW)I = 0.00 in Required thickness for deflection limit: t pi_2 = ( [ qa4 (12* ( 1 -v2) )I/(64* Ef * AMAX) }0.83 0.00 in tM,N = 0.25 in (min thickness per ASTM D3299 - for handling) t FRP= 0.25 in (Includes Structural Liner Thickness) Appendix A Weight Calculations Weight Summary: Cylindrical Shell: WCYL= it X D x tAVG X L x PFRP where: D= 48.00 in tAVG= 0.220 in WCYL= 139 lbs L= 60 in PFRP= 0.07 Ibsen' Top Flat WHEAD= It X(02/4)X tTOP x PFRP Head: WHEAD= 60 lbs where: Rc= 48.00 in tTOP= 0.470 in Bottom Flat WHEAD= it X(D2/4)X taOT X PFRP Head: WHEAD= 32 lbs where: D= 48.00 in tam.= 0.250 in Misc.: WMISC= 0.15 x(WSHELL+WHEADS) WMISC= 35 lbs WPACK= 2265 lbs WINNERSHELL= 0 lbs Note: WMISC accounts for additional weight due to nozzles or other attachments Product: WPROD= [n(02/4) " Product Elevation]x'YPROD x pwATER WPROD= 3920 lbs where: 7PROD= 1.00 (If Flooded w/H2O) PWATER= 0.03612 lbs/in' Product Elevation = 5 ft Empty Weight= WCYL+ WHEADS+ WMISC= 266 lbs (w/out Carbon) Operating w/Product= WCYL+ WHEADS+ WMISC+ WPACK+ WINNERSHELL+ WPROD= 2531 lbs (w/Carbon) Appendix B Seismic Calculations Guy P. Gentry MSCE, PE - LLC 219 Dewberry Drive Lake Jackson,Texas 77566 (512)940-2532 June 08, 2015 Clear Water Services Durham AWWTF Phase 5B2 ECS Project #3090 Re: FRP V1 Carbon Adsorber System - Seismic Design Per IBC 2012/ASCE 7-10 Calculation of base shear for rigid nonbuilding structures V =0.3*Sds*Ie*W Eq 15.4-5 Where T is estimated to be 0.019 sec Sds = 0.715 le = 1.25 W = 2531 lbs (Operating weight of the vessel + media) V = 679 lbs The original shear using IBC 2009 was calculated to be 670 lbs. This represents an increase of less than 1.5%. Thus no revision to the original calculations is required. vtil. Pip, Respectfully, +c 0f Guy P. Gentry PE 4,OREGONs, cw,},�'ta, p GE E? ATJON DA -40.401=fi 1 odd - = rs "IBC2009E.xls" Program Version 1.0 SEISMIC BASE SHEAR AND OVERTURNING MOMENT i°ar tk3C 2009 and ASCE 7-05 Specifications For Ground Supported Vertical Cylindrical Tanks,Vessels,and Stacks Job Name: Tigard, OR Subject: V1 Carbon Adsorber Job Number: ECS#3090 Originator: GPG I Checker:IGPG Input Data: Occupancy Category= III IBC 2009, Table 1604.5, page 307 Importance Factor, I = 1.25 ASCE 7-05 Table 11.5-1, page 116 d Soil Site Class = D IBC 2009 Table 1613.5.2, page 341 Location Zip Code = 97224 F Spectral Accel., Ss= 0,962 ASCE 7-05 Figures 22-1 to 22-14 ^_: W = Spectral Accel., Si = 0.420 ASCE 7-05 Figures 22-2 to 22-14 h Long, Trans. Period,TL= 4.000 sec. ASCE 7 Fig's. 22-15 to 22-20 - TankNessel Height, h = 5.000 ft = 2"h/3 TankNessel Diameter, d = 4.000 it Wall Thickness, t= 0.2200 to V Tank Mafl. Unit Wt., pt= 120 pcf - Tank Elastic Modulus, E = 1500 ksi Roof Weight,Wr= 0.06 kips V=Cs'W=0.67 kips Shell Weight,Ws = 0.14 kips Bottom Weight.Wb= 0.03 kips Seismic Base Shear Contents Unit Weight, pc= 60.00 pcf Height of Contents, hp= 3.000 ft Contents Weight,Wp= 2.27 kips Liquid Contents? No Structural System = 7a Flat bottom, ground supported tanks-steel or fiber- reinforced -mechanically anchored (ASCE 7-05 Table 15.4-2) Results: Site Coefficients: Fa= 1.115 IBC 2009 Table 1613.5.3(1), page 341 Fv= 1.580 IBC 2009 Table 1613.5.3(2), page 341 Maximum Spectral Response Accelerations for Short and 1-Second Periods: SMs= 1 073 SMS = Fa`Ss, IBC 2009 Eqn. 16-36, page 340 SMI = 0.664 SMi = FY`S1, IBC 2009 Eqn. 16-37, page 340 Design Spectral Response Accelerations for Short and 1-Second Periods : SDS = 0.715 SDS = 2*SMs/3, IBC 2009 Eqn. 16-38, page 342 SDS = 0.442 SDi =2"SM1/3, IBC 2009 Eqn 16-39, page 342 Seismic Design Category: Category(for SDS) = D IBC 2009 Table 1613.5.6(1), page 343 Category(for Sol) = D IBC 2009 Table 1613.5.6(2), page 343 Use Category=. D Most critical of either category case above controls Fundamental Period: T = 0.004 sec, T =0.00000765*(hld)^2`(W`1000/h`d/(t/12))^(1/2) Rigid or Flexible?, Rigid Criteria: If T<0.06,then Rigid, else if T>=0.06, then Flexible Seismic Design Coefficients and Factors: Response Mod. Coef., R= 3 ASCE 7-05 Table 15.4-2, page 163 Overstrength Factor,no= 2 ASCE 7-05 Table 15.4-2,page 163 Defl. Amplif. Factor, Cd= 2.5 ASCE 7-05 Table 15.4-2, page 163 (continued) 1 of 2 5/1/2015 12:59 PM • "IBC2009E.xls" Program Version 1.0 Seismic Base Shear: (using ASCE 7-05 procedure "a" or"c",page 168) Assume tank/vessel and contents as a combined rigid mass Total Seismic Weight,W = 2.50 kips ASCE 7-05 Section 15.4.3 Cs= 0.298 Cs= SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2 Cs(max) = 46.718 For T<=TL, CS(max) =SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3 CS(min) = 0.039 Cs(min) =0.044*SDS*I >= 0.03,ASCE 7-05 Eqn. 15.4-1 (Suppl.2) Use: Cs = 0.298 Cs(min) <= Cs<=CS(max) Seismic Base Shear, V= 0.67 kips, for Rigid: V= (0.30*SDS*I)*W, ASCE 7-05 Eqn. 15.4-5 Seismic Shear Vertical Distribution: (using ASCE 7-05 procedure"a"or"c", page 168) Cvx = N.A. Cvx=Wx*hx^k/(Y'Wi*hi^k) = 1.0, ASCE 7-05 Eqn. 12.8-12, page 130 Force at 2Th/3, F = N.A. kips, F =Cvx*V, ASCE 7-05 Section 12.8.3, Eqn. 12.8-11, page 130 Overturning Moment at Base: usin ASCE 7-05 procedure "a" or"c",page 168) Mo = 1 09 ft-k,Ps, Mo = (0.30*SDS*I)*(Wr*h+Ws*h/2+Wp*hp/2) (@Top/Fdn) Seismic Base Shear(including sloshing): (using ASCE 7-05 Section 15.7.6 and API 650 Appendix E) Ci = N.A. Ci=from API 650 Appendix E, Fig. E-1 T. = N A. sec,T.= 1/27.8*Ci*hp*SQRT(pc/E)/SQRT(tID), API 650 Appendix E Is= N.A. sec.,Ts= Sot/Sas, ASCE 7-05 page 114 Tc= N.A. sec.,Tc=2*71*SQRT(d/(3.68*g*TANH(3.68*hp/d))), Eqn. 15.7-12 Sai = N.A. Sai= SDS,for Ti<=Ts, ASCE 7-05 Eqn. 15.7-7 Sac= N.A. Sac= 1.5'SD1*TL/Tc^2,for Tc>TL, ASCE 7-05 Eqn. 15.7-11 W.= N.A. We= N.A. We= (0.23*d/hp*TANH(3.67*hp/d))*Wp, API 650 Appendix E Ci = N.A. Ci =Sal/(R/I), ASCE 7-05 Eqn. 15.7-5 V = N.A. kips,V =C1*(Wr+Ws+Wb+Wi), ASCE 7-05 Eqn. 15.7-5 C2 = N.A. C2=Sac*I/1.5, ASCE 7-05 Eqn. 15.7-6 Vc= N.A. kips,Vc= C2*Wc, ASCE 7-05 Eqn. 15.7-6 Per ASCE 7, V= N,A. kips,V=Vi +Vc, ASCE Eqn. 15.7-4, page 168 Per ASCE 7(SRSS),V= N.A. kips,V= SQRT(Vi^2+Vc^2), ASCE Sect. 15.7.6.1 Note"e", p. 168 Per API 650,V= N.A. kips.V=MAX(Ai"(Wr+Ws+Wb+Wi),Ac'Wc)+0.401/1IN(Ai'(Wr+Ws+Wb+Wi),Ac*Wc) . .......................... Per API 650 (SRSS), V= N.A. kips, V= SQRT((Ai*(Wr+Ws+Wb+Wi))^2+(Ac*Wc)^2), API 650 App. E Overturning Moment at Fdn. (includingsloshing): (using ASCE 7-05 Sect. 15.7.6 and API 650 App. E) Xs= N.A. Xs= h/2 (assumed), API 650 Appendix E Xis= N.A. Xcs= N.A. Xcs=(1-(COSH(3.67/(d/hp))-1.9375)/(3.671(d/hp)*SINH(3.67/(d/hp))))*hp Rw.= N.A. Rwi=from API 650 Appendix E,Table E-4(mechanically-anchored) Rwc= N.A. Rwc=from API 650 Appendix E, Table E-4 (mechanically-anchored) K= N.A. K= 1.5(assumed)from API 650 Appendix E, Section E.2.2 A.= N.A. Ai =max. of: SDS-1/Rwi and 0.007,API 650 Appendix E Ac= N.A. Ac= K*SD1*TU(Tc^2)*I/Rwc. API 650 Appendix E Per ASCE 7, Mo= N.A. ft-kips, Mo= C1*(Wr*h+Ws*Xs+Wi*Xis)+C2*Wc*Xcs Per ASCE 7(SRSS), Mo= N.A. ft-kips, Mo= SQRT((C1*(Wr*h+Ws*Xs+Wi*Xis))^2+(C2*Wc*Xcs)^2) Per API 650, Mo= N.A. ft-kips, Mo=Ai*(Wr*h+Ws*Xs+Wi*Xis)+Ac*Wc*Xcs Per API 650(SRSS), Mo= N.A. ft-lops, Mo= SQRT((Ai*(Wr*h+Ws*Xs+Wi*Xis))^2+(Ac*Wc*Xcs)^2) (Note: Mo is the overturning moment at top of foundation.) Comments: 2 of 2 5/1/2015 12:59 PM Appendix C Wind Calculations Structure Program ASCE 7-10 Wind oedcalc.com 2003-2012 c" Your Window to Success ww•.windloadcalc.com STRUCTURE INFORMATION STRUCTURE OUTPUT Structure Tank Structure Tank Structural Characteristic Rigid Structure Level Ground Level Wind Design Speed Ultimate Type of Structure Rigid Ultimate Wind Velocity(mph) 115 Force on Entire Structure OW 523.65 Nominal Wind Velocity(mph) 89 Force: I-ft Linear Section of Structure (ptf) 104.73 Exposure C z,height of Structure above ground(ft) 0.00 Cross-Section Round Type of Surface Moderately Smooth Dimension Normal to the Wind(ft) 4.0 h,Height of Structure(ft) 5.0 3,Damping Ratio(%of critical h,B,L) 0.000 nl,Natural Frequency(Hz) 1.0 Ind,(Applicable?) No TOPOGRAPHIC FACTOR Hill Shape H. (ft) Lh, (ft) x. (ft) z (ft) _ www.windloadcalc.com 5/1/2015 12:40 PM Structures 7-10-Version 7.1 B&W.xis Appendix D Anchorage Calculations • ru:arEal www.hilti.us Profis Anchor 2.5.2 Company. ECS Page: 1 Specifier Project: ECS#3090 Address: Sub-Project I Pos.No.: Tigard,OR Phone I Fax 1 Date. 511/2015 E-Mail. Specifiers comments:VI Carbon Adsorber 1 Input data Anchor type and diameter: HIT-RE 500-SD+HAS-R 304/316 3/4 - Effective embedment depth. he,opt,=4.882 in.(hotl,n,rt= 14.250 in) Material. ASTM F 593 Evaluation Service Report: ESR-2322 Issued I Valid. 1/1/2015 1 4/1/2016 Proof. Design method ACI 318-081 Chem Stand-off installation: -(Recommended plate thickness:riot calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h= 16.000 in.,Temp.short/long.32/70°F Installation hammer drilled hole.Installation condition:Dry Reinforcement tension condition 8.shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E.or F) yes(D.3.3.6) Geometry[in.)&Loading[lb,in.lbj Z 0 4 0 Jo • ;a > �4 X input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilt is a registered Trademark of Hub AG.Schaan • I■■Iii t www.ntlti.us Profis Anchor 2.5.2 Company: ECS Page: 2 Specifier Project: ECS#3090 Address: Sub-Project I Pos. No. Tigard,OR Phone I Fax: Date: 5/1/2015 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity Status Tension Bond Strength 454 47'3 96/- OK Shear Pryout Strength(Bond Strength controls) 240 1019 -/24 OK Loading ON fly 4 Utilization[fn,v[°1e] Status Combined tension and shear loads 'J 0.2 .........................................i. ...................._......................'.� OK -- 3 Warnings • Please consider all details and hints/warnings given in the detailed report1 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you input data and results must be checked for agreement vath the existing conditions and for plausibility' PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schaan t-lilti is a registered Trademark of Hilt!AG.Schaan CALCULATION OF ANCHOR BOLT LOADS. Wind loading on operating vessel. Vessel = V1 Carbon Adsorber Tank Input Data: Vessel Inside Diameter ID = 48 in Vessel Internal Pressure Pr= 0.433 psi Structural Thickness Ts = 0.22 in Number of Lugs N = 4 Tank Empty Weight W = 266 lbs Moment Due to Seismic Ms = 0.00E+00 in-lbs Moment Due to Wind Mw = 1.57E+04 in-lbs Shear Due to Seismic Ss = 0 lbs Shear Due to Wind Sw= 524 Ibs Calculate Shear Load per Bolt: Sm = 524 lbs (max of wind or seismic) Shear Load per Bolt= Sm/N 131 Ibf Calculate Tensile Load per Bolt: Fr = 4M - W + Pr*(IDYrr M = 15720 in-lbs N(ID+2Ts) N 4N (max of wind or seismic) FT= 454 lbs/bolt CALCULATION OF ANCHOR BOLT LOADS. Wind/Seismic loading on Operating vessel. Vessel = V1 Carbon Adsorber Tank Input Data: Vessel Inside Diameter ID = 48 in Vessel Internal Pressure Pr= 0.433 psi Structural Thickness Ts = 0.22 in Number of Lugs N = 4 Tank Empty Weight W = 2531 lbs Moment Due to Seismic Ms= 1.31E+04 in-lbs Moment Due to Wind Mw = 1.57E+04 in-lbs Shear Due to Seismic Ss = 670 lbs Shear Due to Wind Sw = 524 lbs Calculate Shear Load per Bolt: Sm = 670 lbs (max of wind or seismic) Shear Load per Bolt = Sm/N 168 Ibf Calculate Tensile Load per Bolt: FT = 4M - W + Pr*(ID)`IC M = 15720 in-lbs N(ID+2Ts) N 4N (max of wind or seismic) FT = -112 lbs/bolt . GENERAL NOTES - 1. MATERIAL 316 SST • 2. SLEEVE TO BE 1/8" LARGER THAN ANCHOR BOLT 01k AND A MINIMUM 1/8' LONGER THAN THE THICKNESS OF BASE PLATE. 3. BASE PLATE DRILL HOLE DIA: TBD r-�- 4. ANCHOR TYPE & SIZE: TBD B 5. OW - (4) .....#_--1.7)1 4" 2 IA L A� L iB PLAN M fly-__ 1ea it co DETAIL C ■ k i M M iy M iiil 161 2M21 MI r 11 ewer f9r111 11®n WMit;',4"....::';'' '''. I . . a all SEE DETAIL C ELEVATION A-A SECTION B- X NOT APP ._._.._ 1 EQ S NONgm-DURHAM Ct prt stEEVE oEr/J1.5 Al 4/29/15 f APPROVED _ _ c.., rr.._.�.��_.� PLNIT:ECS — TX e 1.Mk a19ne19 snows efn dew un — . N 2201 T.L395 VALLE,00 PRalECi ND: 3000 OW comma a (1el 0001.101 e9 Me WI f BEM':TX 7651 3 DISP DRAM SUNS BY DATE 1 t� „8,.,1„ 25�.93J 12'G-lSS.933 2212 e_ c..::ev DWG Kt 3090-AS-0I0 Appendix E Lifting Lugs GENERAL NOTES 1. MATERIAL: 316 SST 2. OVERLAY THICKNESS: 0.25" 6" 3. QTY: (2) 3" i FRP OVERLAY -" - -- 7, 6"x1 1/2"x3/16" r. SST PLATE a a 83" 27...... fir L- _. _._ __-- 1/2"0 HOT ROLLED ROUND — SST 5„ _ 2.3 1 O" IIanal: ONE E C S RR8 NONE DURHAM AWWtf '382 NOT APPROVED ufnro WO ot�as NIB areInar APPROYISD NEB+.tsta ewr O- � ,•.a-•.•�..t.�,�+. MAMC ECS - TX Pill N�011lA t �1At1.0Yf v.:ur•o PRQ o Ia 7000]bD comma �Y D©® K�,O"ea .r.. III re. MN SUS D OAR Meal susaassm :uassa s .��csinl n� OTC HD;3O9O-LL-01 p Appendix F Nozzle Reinforcement Calculations NOZZLE REINFORCING Per ASME RTP-1,3A-700,710,720 and 730 For:V1 Carbon Adsorber Nozzle Dia Tt To Ta K Hoop Strength M V tr dr (in) (in) (in) (in) cylinder(psi) (in) (in) Note: A, B 3 0.22 0.22 0.50 36000 1.6 1 0.172 9 Appendix G Carbon Support beam and Circumferential Support Ledge CONTINUOUS CIRCUMFERENTIAL SUPPORT LEDGE LOCATION OF LEDGER: Vi Carbon Adsorber (1) Location INPUT DATA: Total weight to be supported by ledge (LT) [Ibs] = 2265 Interior diameter of vessel (ID) [in]= 48 Projection of ledge (PL) [in] = 2 Allowable bending stress (Sa) [psi] = 1900 RESULTS: Bending moment [in-lbs] = Mb Minimum section modulus required [inA3] = Sx Minimum ledger thickness required [in] = TL CALCULATIONS: Load per lineal inch (La) [lb/in] = LT/(ID*PI) = 15 Bending moment (Mb) [in-lbs] = 4 * PL= 30 Minimum section modulus required [inA3] = Mb/Sa = 0.016 (Bending moment per circumferential unit width of ledger) Minimum ledger thickness required [in] = sqrt[(S,* 6)]= 0.308 "BEAMANAL.xls"Program Version 1.8 SINGLE-SPAN BEAM ANALYSIS For Simple,Propped,Fixed,or Cantilever Beams Job Name: Tigard, OR Subject: V1 Carbon Adsorber Job Number: ECS#3090 Originator:T_GPO 1 Checker:JGPG Input Data: c e Beam Data: 47 Simple Beam 4 b Span Type? Simple a Span, L= 4.0000 ft. -n' Propped Beam ' +P + !!l11.11111+M +we Modulus, E= 1000 ksi Inertia, I = 15.00 in."4 Fixed Beam '!M!.!'l!!!i/!WIRMI R +w Beam Loadings: Cantilever Beam RL x RR Full Uniform: Nomenclature w= 0.3000 kipstft. Start End Results: Distributed: b(ft.) wb(kipsttt.) e(ft.) We(kipslft.) Reactions: #1: RL= 0.60 k RR= 0.60 k #2: ML= N.A. MR = N.A. #3: Maximum Moments: #4: +M(max)= 0.60 ft-k @ x= 2.00 ft. #5: -M(max)= 0.00 ft-k @ x= 0.00 ft. #6: Maximum Deflections: #7: -e(max)_ -0.115 in. ©x= 2.00 ft. #8: +A(max)= 0.000 in. @ x= 0.00 ft. 1(ratio)= U417 Point Loads: a(ft.) P(kips) Shear Diagram #1: #2: #3: #4: #5: ° #6: Y #7: ° e s s it # v n $ r- N - ° $ 2 d R, R a x 8 d o ° 0 ° 0 w ry n N n n n #8: y ° #9: ° #10: 1 #11: #12: •' #13: x(ft) #14: Moment Diagram #15: t. , Moments: c(ft.) M(ft-kips) ° #1: ° ° #3: o . #4: x(n-) 1 of 1 5/1/2015 1:39 PM Appendix H Vessel Drawing gal 11/1 Lk a 11 Y P ` 1111 ; IIa fill l! - 1 J!° ' to �i 3 i iI�. ii 1 111111 I Ilielegtabi Id kill to II LI dead i ' 'i 8 ► : I e � vas's 111 1 X gt 1 nig Igiql , !, /1 bin EttiOlit ,414 t 19 I Acs II II II 1-- 42 tf , t` — ri i -I €l � 42 I Ck `1. 31 4 • • 0