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Specifications (4) RECEIVED NOV 2 4 2014 P.7 fr3 °- )C c CITY OFTIGARD OFFICE COPY TIMING DIVISION Structural Design Calculations x Fc7R7I5 Seismic Anchorage Swaby Lobeline Model AR-160 Durham AWWTF Phase 5D2 Cogen and Brown Grease Receiving Facilities Hillsboro, OR Digitally signed by Ronald M. co PROF Roberts, PE, SE DN:cn=Ronald M. Roberts, PE, fraf �3 � � � SE,o=Roberts Engineering PLLC, �.- •r ou, To �� email=Ron @RobertsEngineering 9 ,�lp 19 r4 .org,c=US MOH AEA-� Location:Redmond,WA EXP!RES: I 1 2i Date:2014.04.14 17:26:01 -07'00' *� Roberts Engineering PLLC :'} ■illy W 17503 NE 137th Street 611141r Redmond, WA 98052-2182 ,4010, (425)556-0300 %MO Ron @RobertsEngineering.org Discussion: Provide anchorage design for the Swaby Lobeline Model AR-160 pumps for the Durham AWWTF Phase 5D2 Project. Design Criteria: 1) YSite-Specific Spectral Response Coefficients: a) Short Period Mapped Maximum Considered Earthquake Acceleration,5 Percent Damped: SS equals 0.93 g. b) 1 Period Mapped Maximum Considered Earthquake Acceleration,5 Percent Damped: Si equals 0.33 g. c) Short Period Design Spectral Response Acceleration, 5 Percent Damped: Sr s equals 0.70 g. d) 1 Second Period Design Spectral Response Acceleration,5 Percent Damped: 5D1 equals 0.39 g. 2) Site Class: D. 3) Seismic D esign Category(SDC):D,unless noted otherwise. Same as supporting structure's SDC,as shown on Drawings. 4) Occupancy Category: III,unless noted otherwise. Anchorage and bracing Occupancy Category shall be same as that for supporting structure as shown on Drawings. d. Design forces for anchors in concrete or masonry shall be in accordance with ASCE 7,Section 13.4.2,or IBC Section 1905.1.9,as applicable for Project Seismic Design Category. DESIGN COMPRESSIVE STRENGTHS: 28 DAY STRUCTURAL: 4000 PS CONCRETE ON METAL DECK: 4000 PS CONCRETE FILL: 3500 PS CURBS AND SIDEWALKS: 3500 PS CONDUIT ENCASEMENTS: 3500 PS PIPE ENCASEMENTS NOT INTEGRAL WITH FOUNDATIONS: 3500 PS ---"Roberts Engineering PLLC 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 `iII • Redmond,WA 98052.2182 (425)556-0300 Subject: Swabv Lobeline Model AR-160 Puma Anchorage Design By: RMR .Y' http:N b RobertsEngineenng.org 1 9 Y� �` -%% Subject: Page: 1 of 13 Use 1(2'Type 304 or Type 316 SST Hilti RE 500 SD epoxied anchor Aith 6"minimum embedment. See General Note 9 of the Equipment Pad General Notes 6. regarding the use of epoxied anchors in lieu of the MIN ALL AROUND anchor bolt and sleeve 3" MIN ALL AROUND EQUIPMENT BASE #4 @12" EW I 1 1/2" I ` ANCHOR BOLT, SEE NOTES MAX .' •I / A ANCHOR BOLT DETAILS 1 1/2" FLUID ff NON-SHRINK GROUT 3/4"CHAMFER,TYP 7" Min. Adjust �t; � �IIi�-=— . NS. 2-#4 I 1' TOP OF PAD Pad height as _H '!�!_ // req'd to provide _ ADDL#4©6" req'd pipe CL , i r FOR PAD HT> 10"• elevations -— —I • • ANCHOR BOLT SLEEVE #412"—L MIN 4 PER PAD SUSPENDED SLAB OR SLAB (#5612"FOR AB 3/4" DIA ON GRADE; FOR REINF AND OR LARGER) THICKNESS NOT SHOWN SEE PLANS ` CONSTRUCTION JOINT TYPE A GENERAL NOTE: FOR GENERAL NOTES SEE DETAIL 9 OF 9. CONCRETE EQUIPMENT PAD — TYPE A NTS DETAIL 1 OF 9 ogpw FILL CLEAN WATER SERVICES ( 3356 DURHAM AWWTF PHASE 5D2 CHZMHILL Roberts Engineering PLLC 0.3.4,1 „ 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4/14/14 Redmond,WA 98052-2182 y�. (425) tt 556-03 hp:IlRobertsE00 ngineering.org Subject: Swaby Lobeline Model AR-160 Pump Anchorage Design By: RMR TI L J Subject: Page: 2 of 13 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 HEW 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 ' 3357 . 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. TYPED" PAD SHALL BE USED ONLY WHERE SPECIFICALLY INDICATED. PLACE THE -�8UR tOUND{NO FLOOR-SLAB:AFT€RTHE.EQUIIPMENT-PAMY 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 "MNM ! E •I T• C IN • D C •N AB DIA(IN.) aim " 1 1/• MIN PAD HT(IN.t ;8 121/2 15 16 • • CONCRETE EQUIPMENT PAD - NOTES NTS DETAIL 9 OF 9 CLEAN WATER SERVICES ( 3356 DURHAM AWWTF PHASE 5D2 CH2MHILL Roberts Engineering PLLC I i- i 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114/14 ∎ . Redmond WA 98052-2182 v�• (425)556-0300 http.//RobertsEngineenng org Subject: Swaby Lobeline Model AR-160 Pump Anchorage Design By: RMR ■ Subject: Page: 4 of 13 71sm= �°3 .- -� E -CFA• -a. , ~� g RIP TI __ 716#4302 r � �� !_ TYP�1�.- � iEPLwA HPP 715-N-321 M I PPE SUPPORT aa. 1 VII 171 r L:R�si•. �!•�.5�•.:,—Inf•] t I (16671)can i . }�Iir/1I C 1_�i!'''�17ryi1{1 i i _.. , ♦d■ Cri.LI 1!•,0::,M S L Si as S I.111 4-o► ., 1 Hp11110/ : y '- i- • •�. FOG HOT w 0 HDT i.._ WATER PAP 1 44 WATH1PUMr'1 ; Iuu noI .• i ( i 11.11 1�' 1 itii 1 1 . A719{XBiO,I FOG wAS7r11 I`:' I ' ' �' I■n T., HEAT EN:HANGER1 ��1 I ;1 11; 111111 I— C_ • F,1Rp� rHP1RM ` '' • ,: (15G)0}&NI,M =y; M / I' 0 f 7. �.. MOO .RP .ti 11 :a ROQ(7RAP.SEE 715HW96W1 f ,,,.....11 1 "P:11-'..• seeconcAno, HIGH PRESSURE _ _ 1 FOG WASTE G - i� ■ SECTION ism HOT WATER G- .1. ...._.. Ex&W1111O SYSTEM `� FOO WASTE 1 TFMMFHi MAP 1 I-. ___ . a 1 TRANSFER POG WASTE PUMP2 I ._ � _ _._. i 11 _-.. i___.._— — —._1t�M1 t..• + I i,i� PSE - r uI y`- �.I I GRlOfl11 ,yl 1715001E432 — VIM.MOUNTED P00 WASTE I MOSE M I -__ _ __GRPO6t rTroo( (ism}• I 1.1fILORGIIIII I /PIPE SLEEVE .1 16{11402 ` , 7$-I. (iii 0 PLAN oZ . •m®mse gym./ --1 1 IF NM.Tr Pi OROiAMRJq I 1 NEW FV ry ri -t' i r Hws rw r""' I ■11 HMI • • •\ — NOG M1161E •D0 WWI! — • •� I nT NE , I•E 1!•11141 GROCER 1 flRIOER 2 ^�� I ' I I ' 11@02 MR I i 'n .- "O' "v°t .� ., ,N�E lI•e»1 � I I ! m ■ I I I y�M1yp1 i . 11, wA/4010s r.. • V r P o. IOS ', 1 VILVE 1 TYP r VIOA TM �� ` I I I • 1 !!■•11 N I!� •1 . �T1 V EOG NOT gERrI I PMIE RPI•P 2 I <I n+or RI W 1''..• . PT.:1 W TR met i►• 1� r HIM I 3..� _ `7- : '! = �(-3i,1111;!�.•al E�.•na�i■I!!l-1► ■Va.:/li�... RvR L tR ■ I I� /�I rHNq•--i I—_- ---I -- I _ I I I I 1�— — --- L) (C —_ ---- --;� �m t_ 1 1 I ¢ I 11 �—-- l T m m rter~M ke-:A.. ''NOG WASTE N TRENSII FOC/WASTE FOO WASTE NEAT ZTVGERI TRANSFER PUMP NEA=MANGER 2 . NOTE1•M MG SUPPORT (15 ).,Y1. ®.." O SECTION F'� A yR i.a T. PROVVE TWO r TREADED TAPS(GIE ON TOP,0/E ON TVE WERT SEE)ON PWE SPOOL.TAPS RUST OE T1541.4a1 COMPLETED PRIOR TOAPHIGTON 70LA110 LAMS la 1••' Roberts Engineering PLLC r1►-�a 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4/14!14 1 1m r Redmond,WA 98052-2182 ,I. ' http sobensE Subject: Swabv Lobeline Model AR-160 Pump Anchorage Design By: RMR http:l/RobertsEngineering.org 1 g Y' \♦ !• fib I � "� Subject: Page: 5 of 13 Table 13.6-1 Seismic Coefficients for Mechanical and Electrical Components Mechanical and Electrical Components as R,b Air-side HVAC,fans,air handlers,air conditioning units,cabinet heaters,air distribution boxes,and other 2.5 6.0 mechanical components constructed of sheet metal framing - Wet-side HVAC,boilers,furnaces,atmospheric tanks and bins,chillers,water heaters,heat exchangers, 1.0 23 evaporators,air separators,manufacturing or process equipment,and other mechanical components constwcted.QL It igh-defonnabililx.materials 1 Engines,turbines,pumps,compressors,and pressure vessels not supported on skirts and not within the scope 1.0 2.5 of Chapter 15 13.3.1 Seismic Design Force The horizontal seismic design force(F,)shall be applied at the component's center of gravity and RP=component response modification factor that distributed relative to the component's muss distribu- varies from 1.00 to 12(select appropriate value Lion and shall be determined in accordance with from Table 13.5-1 or 13.6-1) Eq. 13.3-1: z=height in structure of point of attachment of component with respect to the base.For items at 0.4a2,S,,,,Wr(1+2f:1 or below the base,z shall be taken as 0.The Pr= J (13.3-1) rR1, value of z/h need not exceed 1.0 I h=average roof height of structure with respect to " the base F',,is not required to be taken as greater than h',,= 16S,,,,l1,N'1, (13.3.0 The force(F,)shall be applied independently in at least two orthogonal horizontal directions in and/;,shall not he taken as less than combination with service loads associated with the I.;,=I)ISr„/ (13.3-3) component,as appropriate.For vertically cantilevered systems,however,the force F,shall be assumed to where act in any horizontal direction.In addition,the ht,=seismic design force component shall be designed for a concurrent vertical S,,,,=spectral acceleration.short period,as determined force t0.2SDSW,.The redundancy factor,p,is permit- from Section 11.4.4 ted to be taken equal to 1 and the overstrength factor, a,,=component amplification factor that varies from D. does not apply. 1.00 to 2.50(select appropriate value from Table 13.5-I or 13.6-1) !,,=component importance factor that varies from 1.00 to 1.50(see Section 13.1.3) VI",,=component operating weight L.,i' Roberts Engineering PLLC Ir,r•�1- 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 any, •• Redmond,WA 98052-2182 %V,iii (425)556-0300 oberts D Subject: Swab Lobeline Model AR-160 Pump Anchorage Design By: RINK r' httpl/RobertsErgineering.org 1 Y 9 t9 Y� Subject: Page: 6 of 13 6" DIA ANSI FLANGE 78.00" " .a FLANGE 20.71" SHAFT GAP C_1 1.85" - illijiLiZ 28.98" I 119 28.98" 1 iZ'S� '■= = i . iI!1 HOLES ��I • ,a= !:i; ...1 ,1 Z i� u I- 6.37 iii s..>,.�_ _ • hi>•rf 12.87 La Jt b b v II 1 11.19" 20.00' 6 HOLESA 22.93" 25.00" -- 8.00" 26.00" 26.00" - 8.00" - 68.00" I JP..iWS PUMP w"WVV 128" - 36" MINIMUM RECOMMENDED MAINTENANCE AREA 12" , ��V V V V��V V V V�V�V V V'' ♦:.x+:.w.+♦ IHii 'h : !iI ; _. a!! ■ iiI�. !• � s A : iii . ►�� -v� ��4p.', ��r��-.-�.-••••4 i�i i i i i�i i i i i i i i i i�i i ! ►+i � ' i i� � i i,i . i m 01 02 os r — - Roberts Engineering PLLC ,Ur- 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 Redmond,WA 98052-2182 Cr*� (425)556-0300 Sub ect: Swabv Lobeline Model AR-160 Pump Anchorage Design By: RMR http:NRobertsEngineering.org j Q 9 Y� b Subject: Page: 7 of 13 RECOMMENDED FOUNDATION DETAIL PUMP BASE - •4 t- • INSIDE I�E - I FINISD GROUTING ' •4 . OF C—CHANNIEL BASE I •• •• •• TO TOP • 4. • TOP OF FOUNDATION • •4 .. CLEAN AND MET DOWN • LEVELING NUT I re;.:4 ,• 5- x 1" DIA PPE SLEEVE I 1 4. • • 1/2" BOLT x 7' LONG 1/4' THK WASHER x 2' OD. . LUG MELDED TO BOLT DEAD Use 1/2" HILTI RE500 SD, Type 304 or -- Type 316 SST epoxied Anchor <_1 Roberts Engineering PLLC 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4/14114 »:,, Redmond,WA 98052-2182 A,' . t tp/Robert 556-0300 Subject: Swaby Lobeline Model AR-160 Pump Anchorage Design By: RMR http.l/RobertsEngineeringorg 1 g ] Y� i V\-4, T ∎ J Subject: Page: 8 of 13 Sway LoELIN[1 LOBE LI N ETTM BARESHAFT PUMP DIMENSIONS • - I L!1rc KEY 11111711 T' KEY HEIGHT U A IS it! PpR7 SIZE ll 1 IlIIlI___14 n f i i �lti -HOLES '1'DIA ( N �Pr r N L M PUMP STLE: 160 WEIGHT(Lbs): Oar, Electric Motor Make WEG Series W22 Super Premium Eff. Catalog Number 01518EG3E254TC-W22 Horsepower/Frame 15 HP/254TC Enclosure TEFC Poles/Speed 4/1800 RPM Phase/FrequencyNoltage 3/60 Hz/460V Full Load Speed 1775 RPM Service Factor 1.15 Insulation Class F Temperature Rise 80°K NEMA Design A Noise 64 dB(A) Weight 280 Lbs. Weight of Grout in Skid = 68 x 20 x 3/ 1728 x 150 = 354 lbs Weight of Steel Base = 341 lbs Weight of Speed Reducer= 99 lbs Total assy weight = 896 +280 + 354 + 341 + 99= 1,970 lbs Roberts Engineering PLLC Ir r4r 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 `'� u Redmond,WA 98052-2182 .- a (425)556-0300 v��ti http://RobertsEngineering.org Subject: Swaby Lobeline Model AR-160 Pump Anchorage Design By: RMR �\�,b Subject: Page: 9 of 13 ap= 1 (See ASCE 7-Table 13.6-1) . Rp= 1.5 (See ASCE 7 Table 13.6-1) Ip= 1.25 z= 0 (Mounting height above grade > 0) h= 1 _ (Height of structure,feet,enter 1 for below grade) z/h= 0 (at or below grade) SDS= 0.7 (Per Contract Specifications) Wp= 1970 Ibs, (per manufacturer) Fp= [0.4 X ap X SDs X Wp /(Rp/Ip)]x(1+2 x z/h) ASCE 7, EQ 13.3-1 Fp= 459.6667 lbs Fp need not be greater than: FP= 1.6XSDSXIpXWp Fp= 2758 lbs Fp shall not be less than: FP= 0.3XSDSXIpXWp Fp= 517.125 lbs This Value of Fp Controls Include a Vertical Seismic Component Fv=0.2 x SDs x Wp Fv= 275.8 lbs Seismic acts at 16.5"above equip pad. To account for orthogonal effects apply 100%of Fp so that it acts in each direction simultaneously. The contribution of the dead load that is used to resist uplift and overturning is neglected. 6,, Roberts Engineering PLLC F"-� 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 �i.3• Redmond,WA 98052-2182 ,14- • flap 556-0300 Subject: Swabv Lobeline Model AR-160 Pump Anchorage Design RMR .Y' httpJ/RobertsEngineering.org 1 9 9 By: �` T N J Subject: Page: 10 of 13 13.4.1 Design Force in the Attachment The force in the attachment shall be determined based on the prescribed forces and displacements for the component as determined in Sections 13.3.1 and 13.3.2, except that Rp shall not be taken as larger than 6. 13.4.2 Anchors in Concrete or Masonry. 13.4.2.1 Anchors in Concrete Anchors in concrete shall be designed in accor- dance with Appendix D of ACI 318. Check(6) 1/2"dia Hilti HIT RE500SD,Type 304 or Type 316 SST epoxied anchor bolts using Hilti Profis 2 Software. The minimum edge distance shall be 6". The minimum embedment shall be 12 x 1/2=6". The equipment pad height shall be a minimum of 7"but must be adjusted to provide the proper pipe centerline elevations. Note that the entire pump base shall be filled with non shrink grout after it is level and positioned on the anchors. •,i Roberts Engineering PLLC Ir,rd 11 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 Al 33 Redmond,WA 98052-2182 i,+>,jl 4251 556-0300 �Subject: Swabv Lobeline Model AR-160 Puma Anchorage Design INK Yr http://RohertsErgineering.org By: R % /C ♦ Subject: Page: 11 of 13 Check Hilti HIT RE500SD using Profis 2. 1 Input data Anchcrtype and diameter: HIT-RE 500-SD+HAS 8712 UM '.'.•"'"""'''' 11 Effective emt edment depth h.,,.,=4.724 in.(b,,,,._-in.) Material: ASTM A193 Grade B7 Evaluation Se nice Report: ESR-2322 Issued I Valid: 1/1/2014 14/1/2014 Proof: design method ACI318/AC308 Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;ee=0.500 in.;t=0.500 in. Hilt Grout:C B-G MG(50),multipurpose.fcc,,,,=6962 psi Anchor plate: 1,x l,.x t=25 000 in.x 681300 in.a 0 500 in.:(Recommended plate thick a ss:not calculated) Profile: no profile Base material: cracked concrete.4000.f;=4000 psi;h=7.000 in.,Temp.short/long:32102'F Instillation: hammer drilled hole,installation con dito n:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge rein brcement:none or< No.4 b ar Seismic loads(cat.C.D,E.or F) yes(03.3.6) Gecrnetry lin.l &Loading[lb,in.1b) Z Oj oI 2 .+, �Y--- 'NZ alr .. . • r X 5 Combined tension and shear loads ppN I_tilization ,, [Id :status u 89 0 40 5 3 i ok. Pr«_Ito+Pb<=1 _ Fastening meets the design criteria! :� -:-- Roberts Engineering PLLC ,a.., 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 opat.3 Redmond,WA 98052-2182 T.A X"" (425)556-0300 ,, http'/lRobertsErgineering.org Subject: Swaby Lobeline Model AR-160 Pump Anchorage Design By: RMR .`` �« `�� .. Subject: Page: 12 of 13 With 100% of Fp acting in both orthogonal directions simultaneously and neglecting the contribution of the dead loads to resisting overturning, the most heavily loaded anchor has a calculated utilitzation of 30% for combined shear and tension. Use (6) Hilti HIT RE 500SD 1/2" dia Type 304 or Type 316 SST steel anchors with a min embedment of 6"to anchor each pump. Note that the entire pump base to be filled with non shrink grout after it is level and positioned on the anchors. See Appendix for complete Profis 2 analysis results and Hilti HIT RE 500 SD product data. '--- Roberts Engineering PLLC a..V 17503 NE 137th Street Project: Durham AWWTF Phase 5D2 Date:4114114 t`!``,� Redmond,WA 98052-2182 er i (425)558-0300 ;..r http:URobertsEngineenng.org Subject: Swabv Lobeline Model AR-160 Pump Anchorage Design By: RMR \ Tl ` � i Subject: Page: 13 of 13 Appendix 1 . Pump Data 2. Hilti PROFIS 2 Analysis Results 3. Hilti Product Data and Installation Instructions Roberts Engineering PLLC 17503 NE 137th Street f�dy..Il Redrrnnd (425)556-0,WA 300 98052-2182 http://RobertsEngineenng.org • SUBMITTAL 11317: ROTARY LOBE PUMPS Durham Advanced Wastewater Treatment Facility Phase 5D2 Cogeneration & Brown Grease Receiving Facilities FOG Waste Transfer Pumps Consulting Engineers CH2M (720)-286-5411 General Contractors James W. Fowler Co. 16375 SW 85th Ave. Tigard, OR 97224 Tel: (503)-623-5373 Fax: (503)-623-9117 Manufacturer Swaby LOBELINETM 5420 West Roosevelt Road Suite# 300, Chicago Illinois 60644 921 Seaco Court, Deer Park TX, 77536 Tel: (773)-626-1400 Fax: (773)-626-3646 Nov. 2013 SUBMITTAL TABLE OF CONTENTS DESCRIPTION SECTION LOBELINETM PUMP SECTION 1 Design / Construction Summary 1-1 Detailed Description of Construction 1-2 — 1-9 PUMP DATA SECTION 2 FOG Waste Transfer Pumps 1 & 2 2-1 to 2-4 Summary of Scope of Supply, Performance Summary Application Summary, Performance Curve & GA Drawing AR 160 Bare Pump Dimensions 2-5 AR 160 Pump Cross Sectional Drawing & Part List 2-6 to 2-9 Recommended Spare Parts List 2-10 MOTOR DATA SECTION 3 15HP Motor — Data Sheet 3-1 Performance Data / Charts 3-2 to 3-4 Dimensions & Electrical Connections 3-5 to 3-6 REDUCER DATA SECTION 4 Reducer— Data Sheet 4-1 Dimensions & Information 4-2 — 4-9 COUPLING DATA SECTION 5 Data Sheet 5-1 Coupling Data 5-2 — 5-8 Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 SECTION 1 GENERAL DATA Swaby LOBELINETM Swaby LOBELINETM u DESIGN / CONSTRUCTION LOBELINETM SUMMARY AR Model Rotary Lobe Pump LOBELINE""AR model is a heavy-duty positive displacement rotary lobe pump specifically designed for abrasive and corrosive sludge/slurry applications. The pump consists of a pair of intermeshing non-contacting trilobe rotors mounted on parallel shafts, synchronized by a pair of timing gears. Summary of Operating Advantages • Maintains a constant flow rate. • Low shearing action. • Smooth pumping action free of pulsation. • Runs dry without damage. • Ability to meter. • Reversible pumping. • Transfers both liquid and gas without loosing prime. • Compact footprint. Summary of Maintenance Advantages: • Maintenance access to all of the wetted contacting • Protection of all major components with components without removal of the pump. This sacrificial parts. Shafts are not exposed to includes: front cover, rotors, radial wearplates, rear the liquid being pumped. wearplates, shaft sleeves, mechanical seals or packing. • Replaceable hardened metallurgy for all of the swept • Complete bearing housing/gearbox rotor surfaces. No bare iron surfaces exposed to protection with non-wearing grease-filled rubbing abrasion. bearing isolators. Summary of AR Standard Features Abrasion Easy Maintenance Wash down/Humid Gearbox Resistance Conditions • Hardened • Hinged Front Cover • Bearing Isolators • Precision Timing Reversible Front • Interchangeable Rotors • Sealed Expansion Gears Cover • Rear Timing Plate Chamber • Duplex Taper • Radial Wearplates • Self Centering Taper Roller Bearings • Rear Wearplates Locking Assembly • Optional Drive • Elastomeric • Front Loading Mechanical Shaft Position Covered Rotors Seals • Axially Split Stuffing Box 1 -1 1 -1 Swaby LOBELINETM LOBELINETU "AR" Model Detailed Description of Construction and Materials Front Cover • The front cover has a ground finish and is reversible to effectively double the wear life of the cover. It is rigidly supported by a ductile iron hinge fitted with an oil-impregnated bronze bushing to facilitate quick and easy inspection of all"wetted"components. The hinge is designed to allow for mounting on a stepped seat on either the suction or discharge flange. The hinge mounting holes do not intrude on the swept surface of the rotors. (This prevents drilled/tapped mounting holes from accumulating fibers which can interfere with the rotors.) Front Cover Material: • Stainless Steel ASTM A240 Duplex 2205 1411 Rotorcose Front A Cover o '1 or� � 1C9 - o , . Rotorcase The internal rotorcase surface provides a smooth transition from circular port connections at the flanges, to a full width rectangular port at the rotor chamber to allow for unimpeded passage of solids. The rotorcase bore is fitted with removable restriction bushings enabling the removal of the shaft sleeve or mechanical seals and 0-rings through the rotorcase without requiring rotorcase removal. The front of the rotorcase incorporates an 0-ring to form a reusable seal for the front cover. The rotorcase has three options available depending on the severity of service. With all three options selected all of the surfaces that are swept by the rotors: the front, back, upper and lower faces, are protected with hardened, replaceable wear-plates. Rotorcase Material: • Stainless Steel AISI 316 Flange Connections: • Flat Faced Drilled to 150 lb. ANSI B16.1 Standard. 1 -2 1 -2 Swabv LOBELINETM LOBELINETM "AR" Model Radial Wearplates The peripheral surface of the rotor case is fitted with removable radial wearplates. These wearplates permit the restoration of the rotorcase's worn surfaces without replacing the whole rotorcase. The radial - wearplates are retained through a series of stainless steel socket-head cap screws located at the exterior corners of the rotorcase. The securing screws for the radial wearplates do not protrude into the wearing surface of the wearplates, thereby preventing premature grooving of the rotors. Note: These design features make the LOBELINETM AR model a more economical pump compared to designs that require complete removal and refurbishing of the rotorcase off-site in order to restore clearances. Radial Wearplate Material: • Stainless Steel ASTM CD4-MCU Radiol Wearplote Rear Wearplate / . /'� I Shaft Sleeve Rotor r III ; CIP Shaft �` 1.41 Restriction Bushing Y r 011 Taper Locking Assembly o /lipmui 1 141164 L 4111 ‘ 0,, -11 II Rear Wearplates The rear surfaces of the rotorcase body are lined with a pair of wearplates. These wearplates incorporate fiber-cutting grooves to prevent the accumulation of fibers behind the rotors. The wearplates are secured - with stainless steel hex screws through the rear of the rotorcase. The securing screws for the rear wear plates do not protrude into the wearing surface of the wearplates, thereby preventing premature grooving of the rotors. Rear Wearplate Material: - • Stainless Steel ASTM A240 Duplex 2205 3 1 -3 1 -3 Swaby LOBELINETM LOBELINETM "AR" Model Rotors The pump is fitted with a pair of intermeshing rotors of the trilobe design. Rotors may be solid stainless � Rotor Insert steel or ductile iron or instead may consist of a metal / Casting core coated with an abrasion-resistant, pliable, elastomeric covering. The rotors are involute splined at the hub for a rl positive location on the shafts and are locked into • Elastomeric position by a recessed ''taper locking Coating The complete frontal hub including the taper locking I assembly is encapsulated with a flush-mounted, 0- ring sealed rotor cap. The shoulder of the shaft sleeve abuts against the back of the elastomeric `-____ rotors creating a seal, to shut out any water, grit or sludge from the shaft and splines. This simplifies rotor replacement and prevents shaft corrosion. Elastomers ar e par ticularly r esistant to w ear in c omparison to m etals due to their ability to deform elastically under impact. The chemical composition of the elas tomer determines its resistance to w ear. Urethane has greater mechanical strength than Nitrile and so a greater resistance to cutting and scraping. However, Nitrile can experience greater elastic deformation; thus it is better suited for impacting wear. The elastomeric-coated rotors have an upper service temperature range of 158'F for continuous service and can tolerate short periods of not more than a few minutes of up to 212'F. Extended operation at temperatures higher than 158-F will result in the deterioration and breakup of the elastomeric coating or possible delamination to the insert. Nitrile rotors are best for applications,which require suction lift, or applications, which pass large solids. Urethane rotors are best for applications, which involve fine abrasives. Maximum Temperature Rating Rotor Material Options Continuous Operation Stainless Steel AISI 316 Rotor Insert with Nitrile (Rubber) 70 Durometer Hardness Coating 158'F Stainless Steel AISI 316 Rotor Insert with Urethane 90 Durometer Hardness Coating 158'F Stainless Steel AISI 316 Rotor 212'F 4 1 -4 1 -4 Swaby LOBELINETM LOBELINETM "AR" Model lush/Packed Split Stuffing Box (if applicable) T' - pumps are supplied with Teflon impregnated Aramid fiber packing rings (or equal) and Teflon lantern ring- all contained in an axially split stuffing box. The packing is generally water flushed using 1/4-inch NPT shing connections. PACKING RINGS LANTERN RING Packed gl- d sealing arrangements LU-1 \ \`-h- require mon ly maintenance. pm- SPLIT HOUSING The gland bolts - e easily removed \�` ii•� laterally in order to •rovide ROTOR • box. The stuffing access box e easily a__ _ GLAND FOLLOWER disassembled and remo .ble from �a @`v0 j�� hih'/411Y:e11111 SHAFT SLEEVE the pump thereby complet- weare.07 exposing the packing rings 1. inspection and/or replacement. SHAFT r= t� The stuffing box fasteners are �n unpainted for ease of adjustment """ """' NIAMM and removal. 7f/17dMk% Shaft sleeves are sealed to protect ``\2�F► the shaft from corrosion extending from the rotor hub to the bearing RESTRICTION BUSHING isolator. Sleeves are hard-coated to 55/60 Rock -II C for extended wear life for packed gland construction. The shaft sleeves can be individually emoved through the front of the pump without the removal of the rotorcase. Split Stuffing Box Material: • Stainless Steel AISI 316 Gland Follower Material: • Stainless Steel AISI 316 Restriction Bushing Material: • Stainless Steel AISI 316 rOj Hardened Shaft Sleeve Material: • Stainless Steel AISI 316 Hard Coated to Rockwell C 55-60 I I :aT I Note: Minimal flush water gets into the pumped fluid. ug Minimal leakage from seal area. I ��NOTE: Seal arrangements are completely interchangeable from stuffing box to mechanical seal designs. Lim Drip Tray Optional drip tray fitted to channel leakage from the stuffing box seal areas. Fitted with 1/2" NPT connections Drip Tray Material: • Stainless Steel AISI 316 Drip ray 5 1 -5 1 -5 Swabv LOBELINETM LOBELINET"" "AR" Model Front Loading Mechanical Seals(if applicable) - The pumps are supplied with front-loading cartridge-type single or double mechanical seals. Each cartridge seal is removable as a complete unit, consisting of a seal, shaft sleeve and seal housing. There - are a series of designs that utilize standard seals allowing the end user flexibility at replacement time. Single Mechanical Seal (if applicable) I.j K xl ROTORCASE L /y SPLIT l-—WEARPLATE CLAMP HOUSING '■ STIMIONARY�I STATIONARY r\MI SEAL FACE\ \-SLEEVE iPUMPING � I CHAMBER SPRING PRIMARY ROTATING SEAL FACE A single mechanical seal can be cooled and lubricated exclusively by pumped fluid. An optional external water source can be utilized to cool and lubricate the seal faces. This provides dry running protection of the seal. An external water source must be used for flushing at a pressure of 15 psi above the differential pressure. The pr eferred m ethod us es s tationary and r otating f aces c onstructed of tungsten carbide vs. silicon carbide located on the outboard side. Note: Minimal flush water gets into the pumped fluid. Zero leakage from seal area. Typical seal type used: John Crane Type 88 • -ssurized Double Mechanical Seal (if applicable) RO •• ASE The preferred method uses primary stationary %�'9 SPLIT and rotating faces constructed of tungsten carbide vs. silicon carbide and secondary WEARPLATE HOUSING SECONDARY A'011 STATIONARY stationary and rotating faces constructed of MIN., SEAL FACE stainless steel vs. carbon. SHAFT SLEEVE / • \�`\\ ` 4 ♦ PUMPING oolLd„ `�_,\-_`_SI ,-._ CHAMBER SPRING SECONDARY t1IU PRIMARY PRIMARY ROTATING SEAL FACE STATIONARY ROTATING SEAL FACE SEAL FACE "Mil This provides dry running protection of the seal. An external _ . water source must be used for flushing at a pressure of 15 psi /�:1111111 above the differential pressure. NAL'Note: NO flush water gets into the pumped fluid. Zero leakage from seal area. Typical seal used: John Crane Type 8-1 IlL millr. 6 1 -6 1 -6 Swaby LOBELINETM LOBELINETM "AR" Model Evil-� . _3 L m. r Gearcase The gearbox provides support to the two shafts mounted by '�a=A "a �. duplex taper roller bearings and a pair of timing gears. The _ .'■C . gearcase incorporates a separate oil reservoir for the bearings ■--•ir:;,�-. of each shaft to ensure adequate lubrication at low running .Y . ;r�I� speeds. •■ Gearcase Material: ' ■ O■ �f-!- • Cast Iron ASTM A48-76 grade 30 m�■ ' Shafts The shafts are"non-wetted"at all points. The motor driven shaft (drive shaft) maybe either the upper I� 1� or lower shaft, as determined by the centerline height of MIMI IC- the �.1 I driver. The top drive shaft position is used for overhead base designs or side-by-side drive arrangements allowing the maximum distance from shaft to floor. The ''MINI ,,'•I C bottom drive shaft position is used for inline base designs '^ I. In where the output of the shaft of the driver is commonly ��.■ -' •. lower to the floor. Shaft Material: • Carbon Steel AISI 4340 HT Taper Roller Bearings Each shaft is supported by a pre-loaded heavy-duty duplex !711 taper roller bearing of the anti-friction type. The positioning of the shafts relative to the gearcase is such to permit removal of one shaft bearing without disturbing the bearing of the opposing irr g Timing Gears 4 licl Precision timing gears are precision ground to give accurate mesh clearance , Ir,. between the rotors. They facilitate non-contact pumping action and dry running rI( abilit y. The timing gears are held with self-centering taper locking assemblies, to maintain optimum alignment with the shaft at all times. Timing Gear Material: Hardened Carbon Steel AISI 8620 at AGMA Quality 7 1-7 1 -7 Swaby LOBELINETM LOBELINET"" "AR" Model Taper Locking Assembly 7 i� 'P (7�� A self-centering taper locking assembly is used on the gears 11) to simplify removal and r efitting. It as sists in c entering the • J` / p a 9 9 J timing gear in assembly,which gives longer life due to even loading across the teeth lengths. III. Timing Cover Plate The gearcase cover is fitted with a timing cover plate on the top shaft to permit adjustment of the rotor timing. Removing the cover plate exposes ALL of the cap screws on the taper locking assembly on the drive end. The �® o timing cover plate permits rotor retiming without the need to drain the gearcase oil. !. Timing Cover Plate Material: • Carbon Steel ASTM A36 OP Oil Filler (II 11110 Sealed Expansion Chamber--Used for humid and poor 7" • ' PA environments. Prevents any air transfer to and from the gearbox. It also acts as an oil filler cap. 8 1 -8 1 -8 Swaby LOBELINETM LOBELINETM "AR" Model Bearing Isolators The front gearbox bearings are fitted with LABYRINTH SHAFT RETAINER Stainless Steel AISI 316, grease-filled, labyrinth (ALUM BRONZE / STAINLESS STEEL) 9 y bearing isolators. Bearing isolators consist of a jr, static mounted shaft retainer with a double- 0-1111110 ..g ■ groove on the outer face. A labyrinth ring is (NITRILE /VITON) / Imo■' Il mounted against the shaft and interlocks with O e��,/// /i,. the grooves on the retainer. The retainer is I�o1��OVA � �1�'�` 1 fitted with a grease nipple allowing grease input mor7..me:Arzay.r.wour__11/ to act as a barrier within the labyrinth. The IF retainer houses a double lip oil seal to provide additional protection and to contain the gearcase oil. This design permits periodic hose down of any sludge run-off in the gland area, preventing sludge and grit from entering the gearbox. �� ///� �_, ��.`� ��\ Since no direct sliding contact occurs between ` aim shaft and the sealing elements,the isolators s9 'A do not wear. y9� Bearing Isolator Material: LASEE111111 MEG • Stainless Steel AISI 316 (ALUM BRONZE /STAINLESS STEEL) OL SEAL -DOUBLE LIP (NITRILE / VITON) OREASE BARRIER Liquid Trap (if applicable) : Welded Long Tangent 90'Radius A liquid trap is used for suction lift applications Elbows to provide a reservoir of fluid to assist in start- up of the system. The liquid trap consists of standard pipe work as shown in the illustration. 0 0 Liquid Trap Material: :111. 1" • Carbon Steel O O Testing Every pump is performance tested at the factory at the customers specified duty point at a suitable range of flow and pressure conditions in accordance with Hydraulic Institute Standards. Quality Assurance Manufacturing procedures and quality systems are maintained and monitored. Application Assistance Swaby LOBELINE'M provides factory application support to ensure that our product is properly selected and applied. 9 1 -9 1 -9 Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 • • v SECTION 2 PUMP DATA Swaby LOBELINETM Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 Summary of Scope of Supply TWO (2) Swaby Lobeline AR160 Inline Pump Packages each consisting of: PUMP • LOBELINETM Model AR160 Rotary Lobe Pump. • Rotor Case AISI 316 Stainless Steel with removable radial and rear wear plates. • Radial wear plates ASTM CD4-MCU Stainless Steel. • Rear wear plates ASTM A240 Duplex 2205 Stainless Steel. • Front Cover ASTM A240 Duplex 2205 Stainless Steel, with Buna "O" Ring. • Nitrile coated involute splined rotors. • Timing Gear AISI 8620 (Case Hard) AGMA 12. • Timing Gearbox with twin oil chambers with sight glass & drain plug. • Pre-loaded heavy duty duplex taper roller bearings. • Front end fasteners stainless steel. • Two (2) John Crane single mechanical seals, cartridge type with shaft sleeves front pullout design, SiC/SiC seal faces Motor(CONSTANT SPEED) • WEG, 15 hp, 254T, 1800 rpm, TEFC, Type: W22 Super Premium Eff. • Premium efficiency, 460/3/60, Cast Iron Construction. Speed Reducer • RADICON Reducer with 254TC Motor Adapter. Model Number M0722/.OBANW1 • Output Speed: 216 RPM @ Input Speed: 1775 RPM Coupling and Guard • Rexnord Wrap Flex size 40R10. • Fabricated Steel with Expanded Steel Cover, OSHA approved. Common Base Plate • Heavy Duty Fabricated Steed Base Plate continuous under Pump, Speed Reducer, and Motor. • Drilled, and Machined Mounting Pads with Alignment Hard Ware. 2-1 -VFD- BY OTHERS. 2-1 Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 Performance Summary Plant Cogeneration & Brown Grease Receiving Facility Number of Pumps 2 Pumps Tag Numbers 715P6401 & 715P6403 Pump Model and Size AR 160 Product PRIMARY SLUDGE Performance Per Pump % Solids 3%-7% Viscosity 4750 CPS (for BHP calcs) Specific Gravity 1.0 Design Flow gpm 300 GPM Design Discharge Pressure psig 10.82 Psi Design Pump Speed 213* RPM Pump Shaft Horsepower 9.77 BHP Motor Rated Horsepower 15.0 HP Speed Reducer Speed Ratio 8.218 : 1 Motor Speed at 60 HZ 1775 RPM Pump Speed at 60 hz 216 RPM *Pump speeds scheduled above may vary ±15%subject to Manufacturing Tolerances. VFD needs to be sized for constant torque 10:1 ratio. VFD: By Others DO NOT OPERATE AGAINST CLOSED VALVE(S) AT ANY INSTANT. WHEN SWITCHING FROM ONE STREAM TO THE OTHER MAKE SURE THAT BOTH VALVES ARE OPEN FIRST BEFORE CLOSING ONE VALVE 2-2 2-2 APPLICATION SUMMARY Swaby LOBELINE 5420 West Roosevelt Road LOBELINE Rotary Lobe Pump Unit 300 Chicago,IL Tel:(773)626-1400 June 24,2013 Application Reference Number: US-11088C CUSTOMER INFORMATION CUSTOMER DISTRIBUTOR REGIONAL MANAGER CONSULTING ENGINEER Portland WWTP Lee Mathews Swaby LOBELINE CH2M Hill Pete Green Dan Robillard P.E. 303-524-6914 720-286-5411 FLUID INFORMATION Fluid Type: FOG/FPW Capacity(USgpm): 300 Differential Pressure(psi): 10.82 Specific Gravity: 1.0 Pumping Temperature(F): 65 Toxic: No pH: 7 Flamable/ Viscosity(cps): 4750 Hazardous: No Viscosity Type: Newtonian SOLIDS INFORMATION Suspended Solids?: Yes Solids by Weight(%): 7 Size(inches): Average 2.5 Maximum: 2.5 Specific Gravity(Solids): Specific Gravity(Slurry/Sludge): Solids by Volume(%): Abrasiveness: Moderate Type: Fiber Laden Character: SYSTEM PARAMETERS/REQUIREMENTS Application: Wastewater Environment: Inside Clean Operation: Continuous Number of Cycles: Duration(Minutes): Flooded Suction: Yes Lift Height(ft): NIPA(PSIA): Rotor Type: Nitrile Installation Type: New Installation Specification/Retro-Fit: LOBELINE Specification SELECTION LIST Pump Actual Speed Power Required Recommended Size (RPM) (BHP) Drive(HP) Torque(in/lb) 160 213 9.77 15.0 2890 2-3 2-3 • 1 1 I 1 • 1 I 2 I J I 4 I S I 8 I J t I B B I 10 I 11 I 12 I IJ 11 I 15 I 16 I: PART NUMBER 01• DESCRIPTOR 01 16046600 01 AR160 ROTARY LOBE PUMP A -------------- 02 FA616046600 01 DOME STRUCT2AL BASE 03 AMID 01 FALK NRAPFLE%COUPLING A r RrRY �-1 04 C0160-40910-1107 07 01 INLINE REDUCER GUAM OS oai&.a2o4 DI GEAR REDUCER 06 01516ETJER251TC-0622 m PEG MOTOR 13 AP,251TC 0,01.106 PUMP AR150 01 160/6601 R 16016602 A' i, , • ®w 128" B B _ u:1z au IRE6DOSD.ryP.Ja« 36" MINIMUM RECOMMENDED MAINTENANCE AREA —12" Type 316 SST eon...Arc., I r��MK vvvv4414,1 E APPLICATION SPECS AI� � ��.�:,,• E: uouo— UPAC,Y -_ 300 m j _ _ : • — 1C41PERATUTE- 66 1"M /♦•.♦•♦♦•••4 II •.♦.•.•.• 015 Y�Itt: - �SO CPS(!M B,ry UL) •.•.•.•.♦.•.♦.•.♦♦•.•. '�6" , � .. �� •♦•.•.•♦• D PEER - 313 RPM D •�•�•�•�•�•�•�•�♦�♦�•. I1� I.. •;'11R,M I'i. .:•. •.•�•.♦.• 0• - EQUIPMENT SPECS: �� '..:i 1 I�� "— � ' — att.. -TTT 121 sM leo4eem•1604e802 .♦�♦••�•�♦�♦�•••♦•r�••1�—uU i .i Il �� , RAP -LUMLIINE AR160 ROTARY LOBO MVP ♦..♦.♦♦♦♦♦. /♦♦♦.' AMBER A19 3•6 STAINLESS STEEL MITN REMOVABLE'REAR PLATED ,..♦.♦♦.♦.. �� ...♦. E-PUMP E -RADIAL RATE A5111 CD4-11EU ♦..♦......♦ ••• ' -FRONT COVER A240 DUPLEX 2205 STRAUSS STEEL ,.♦.♦............♦♦♦...,I-...... -V- .1....7....�.�.�I►�.�.�.�.....♦♦.♦..♦.1 swm.lNe0NA•DTIRID � �� 4►�� -REAR REMPLAE ROTORS 0240 N UN SS 2205 STEEL SUNLESS STEEL ,..♦..♦...♦.♦♦....♦♦..,....♦♦...♦.♦.,..♦...♦..♦.♦.♦♦...♦.,1•.♦♦•.•.•.♦.•.•.•.•♦♦.II -WRITE ECNAW RDTMS.CA SUNLESS E,E19 MYRTS - -S■BLE WM FLUSHING G WA CARPRONE IYPE 110111 RALNII DESNRi. .._AL AL AL♦_._♦_♦_. _♦_.._♦-._.-._♦_..II_._IIa..♦♦A.s a♦.♦♦s.s a a,,a a a♦4.A..A♦..a♦a AL. ITC/LC EAR RI9N0 M1SE PMTS -FRONT DEAR AIM ERS0(CASE SS 51 A011A IT FRONT CND 59 FARMERS STAINLESS SREL E —F F — -1R:AMM T 97 55 OIL OIAMBEAS iC1 SCAT GLASS&MAN PLUG I -PUMP REARMS TO EC IEAW DUTY DIP=TAPER R0.LER SPEED REDUCER-RANCOR TYPE NUR N GEAR REDUCER YODEL E MOrxxeM .0NTY 6" DIA 01504 — -HORIZONTAL FOOT MOWING 64221 RA,a ANSI FLANGE -IIPU,RPM 1750 WW1 164 214 78.00" ROTOR -CAS MOTM 13 w NEWT,IRDL 0.01 4,45*4TC-M22 9/C FACE nAWWa[ G G -CAST PCP FRAME,CLASS F MSOAt10N,NEMA 0651011 FT -4 P0E5/1806 RPM,1.25 SCRMCE FACTOR.TUC CC/AVM-!AL%WARIER Ian0 20.71"— SHAFT GAP r1R55 NALF root 11[WRAP WAR DIA.55 MM po,.. 1.85" - -YC010 MALE!M TIE SPEED REDUCER BL1AFT NA.1.615' (4.4)W RAY: -N PE FABRICATED C-CMAMIEL MORALE Z A -■T1 YAOEED PADS " I.� R ,CI : l iLi w 1 .� , El N EUARN -OSHA STANDARD ■ Rr',. ,w n 28.96 I. 1C 28.98" •ti�`iI CO I —1 `i rig 11M, _ 1 I 1" DIA ' UU" • I�=IV'110 . 1 i — PAINT SPECS: �� 6 HOLES 16.37" I��a� rJ�'�-� ,—! PUMP: -F01RORY SAND BLAST ,'�, 12.87 Ln I AI I -1T0 00015 EPDXY BLUE 1 1 L 7� r 1 010. RAE I 160151 N BY BSSET -SAND BLAST `• I 1 - . I Durham Congeneration & -MO COATS MSS BLUE Brown Grease Receiving Facilities - 405 -MO SAND BLAST 11.19" ° - -TWO COATS EPOW 5AlRTY YELLOW 20.00"— 9/16" DIA RaK 229 TL 41q 22.93" 6 HOLES ■' 2013-03229 '76294-L:TA 1-18-1 MOTOR. -TD two's SPEC CONFMENTAL- PROPERTY or SPEED REDUCER: -To MFD•S SPEC • 25.00" — 8.00" 25.00" 26.00" - 8.00"— Swaby LOBELINE 1" 3 68.00" Chicago,IL. — TILE FOG ate frontier Pump 1 — 715P6401 FOG Waste Transfer Pump 3 715P6403 K ARM R01ARY LOBE NIPS 2123/..'REE POOP CAN Y RUN M O1N[R 07(01001 K Er J Parker MB Nov. 20,2013 RI R■ TAR 2. — I I I I I I I l I I 1J L bIN aOTT,2_„ cai Ioaaeoo i oo z 3 4 5 6 7 6 R 10 11 12 14 15 16 4 . . Swabs LOBELINE'T" LOBELINE1' BARESHAFT PUMP DIMENSIONS L. B B J f [ 1 { ii (al X 4 I + KEY WIDTH "T" KEY HEIGHT 'S' 8 111 E Z ��.. .;��II (a —f pil . 9 It _A III, PORT SIZE . .. dl �� , sr; 11111 Ai 1 C !al n 3 413f . j I: Hi i V ,1 ' , G I P L 4-HOLES 'Y' DIA, _ E .J LB I N F K J L I M PUMP SIZE: 160 WEIGHT(Lbs): 896 NOTE: ALL DIMENSIONS ARE IN INCHES*L 24.21 ' 10.•35 11C 5 7 0.98 11E 6 5 113F0.7 1 1.54 H359-1 5 97 34.J 7 5 1 5.91 11.26 - 12,05 15N 35 1 1.34 1 8.007 _15R 07 1 10.0 16.0 1 55.0 3.15 , 3.98 0.75 6.00 • Exception: Indicated dimensions in millimeters. DO NOT USE DIMENSIONS FOR CONSTRUCTION UNLESS CERTIFIED. 2-5 2-5 56 Swaby LOBELINETM —■—.- _ 0 0 m I -- m 0 El 0 EQD 0 m m m --� ROTOR CLAMP ASSY ® /�j - 0 0 0 r1■ S 0 0 0 m m m m m mm CD 0=1 01) MO 111*14,2°7 A IM 0 ED 1 �=11; 0 4 CO ( ppon..../!=.7..... I 1-- wie 0 m 4 o1 r r- 0 o ill � It\ 0 iii , P- ♦ r I,, , ___ 46 0 0 0 0 CD Figure A3: MR/AR Series Wet End Bill of Material(With Mechanical Seal) EXPLODED VIEW 2-6 2-6 Swaby LOBELINEu 57 NO. NO. ITEM DESCRIPTION pE R ITEM DESCRIPTION REM) UNIT UNIT 1 GEARBOX ASSEMBLY 1 57 HING ARM (FRONT COVER SECTION) 1 40 0-RING (FRONT COVER) 1 58 BUSHING (HINGE ARM) 1 41 SEALING WASHER (RADIAL PLATE) • 59 HINGE ARM (FLANGE SECTION) 1 42 SKT HD CAP SCR (RADIAL PLATE) • 60 PIN (HINGE ARM) 1 43 EYEBOLT 1 61 SKT HD CAP SCR (HINGE ARM) 4 44 RADIAL PLATE 2 62 FRONT COVER 1 45 REAR WEARPLATE 2 63 WASHER (FRONT COVER) 8 46 HEX HD CAP SCR (GEAR BOX/ROTORCASE) 1 64 HEX HD CAP SCR (FRONT COVER) 8 47 WASHER (GEARBOX/ROTORCASE) 4 81 MECHANICAL SEAL ASSEMBLY 2 48 ROTORCASE (WEARPLATE VER.) 1 82 SKT HD CAP SCR (SPLIT CLAMP) 4 49 HEX HO CAP SCR (REAR WEARPLATE) 8 89 LOBELINE DECAL 1 50 SEALING WASHER (REAR WEARPLATE) 8 90 CAPLUG SQ. HEAD .25 1 51 ROTOR 2 91 ROTOR CLAMP 1 52 TAPER LOCKING ASSEMBLY (ROTOR) 2 92 STUD (ROTOR CLAMP) 1 53 0-RING (ROTORCAP) 2 93 WASHER (ROTOR CLAMP) 4 54 ROTOR CAP 2 94 HEX NUT (ROTOR CLAMP) 1 55 0-RING (ROTOR CAP) 2 56 SKT HD CAP SCR (ROTORCAP) 2 • QUANTITY VARIES DEPENDING ON MODEL Table A3: MR/AR Series Wet End Bill of Material (With Mechanical Seal) EXPLODED VIEW 2-7 2-7 58 Swaby LOBELINET" CD CD C 04 0 0 0 A _ :o. .. o ® i -6--- m ■ 3 r lma • � I� ( T • ® �, MIME - 11 CD L 7■ I D AI- AM CD 0 0 0 0 0 0 0 0 Figure A4: Gearcase Exploded View EXPLODED VIEW 2-8 2-8 Swaby LOBELINET"" 59 No. ITEM DESCRIPTION RE PER UNIT 01 GEARCASE 1 02 NAMEPLATE 1 03 DRIVE SCREW (NAMEPLATE) 2 04 EYEBOLT 1 05 OIL SEAL (GEARCASE) 1 06 VENT PLUG 2 07 SKT HD CAP SCR (GEARCASE COVER) 6 08 GEARCASE COVER (TOP SHAFT) 1 09 SKT HD CAP SCR (TIMING PLATE) 4 10 DRIVE KEY 1 11 OIL SEAL (TIMING PLATE) 1 12 REAR TIMING PLATE (TOP SHAFT) 1 13 TIMING GEAR 2 14 TAPER LOCKING ASSEMBLY (GEAR) 2 15 LOCKNUT (REAR) 2 16 SPACER (REAR BEARING) 2 17 TAPER ROLLER BEARING (REAR) 4 18 DRAIN PLUG 2 19 SIGHT GLASS 2 20 LOCKNUT (FRONT) 2 21 SPACER (ALIGNMENT) 1 22 SPACER (FRONT BEARING) 2 23 TAPER ROLLER BEARING (FRONT) 4 24 SKT HD CAP SCR (SHAFT RETAINER) 6 25 AUXILIARY SHAFT 1 26 0-RING (LABYRINTH RING) 2 27 GREASE NIPPLE 2 28 DRIVE SHAFT (AISI 4340) 1 29 OIL SEAL (SHAFT RETAINER) 2 30 LABYRINTH RING 2 31 LABYRINTH SHAFT RETAINER 2 32 DOWEL PIN 2 Table A4: Gearcase Bill of Material EXPLODED VIEW 2-9 2-9 62 Swaby LOBELINETM APPENDIX D: RECOMMENDED SPARE PART LIST Item COMPONENT Wear Number Description Qty / Pump Rating* 71 Packing Ring 10 1 ve Hardened 2 2 80 0-Ring (Shaft Sleeve 2 2 70 0-Ring (Split Housing) 2 —2---- 62 Front Cover 1 3 40 0-Ring (Front Cover) 1 3 51 Rotor 2 4 55 0-Ring (Rotorcap) 2 4 53 0-Ring (Rotorcap) 2 4 45 Rear Wearplate 2 5 50 Sealing Washer(Rear wearplate) 8 5 _ . :',. 2 6 83 0-Ring (Restriction :us I • 2 6 84 Restriction Bushing 2 . 81 Mechanical Seal 2 6 Mech Seal (Repair Kit) 2 44 Radial Plate 2 7 41 Sealing Washer(Radial Plate) varies per pump 7 56 Socket Hd Cap Scr(Rotorcap) 2 7 54 Rotor Cap 2 7 11 Oil Seal (Timing Plate) 1 7 29 Oil Seal (Shaft Retainer) 2 7 26 0-Ring (Labyrinth Ring) 2 7 52 Cap Screw(TLA) varies per pump 8 52 Taper Locking Assembly (Rotor) 2 8 NOTES: * Wear rating refers to the frequency of replacement of the part. Wear rating is used because replacement times may vary according to the abrasive nature of the pumpage and running time per day. (1 refers to the most frequently changed parts, 8 refers to the least frequently changed parts) RECOMMENDED SPARE PART LIST 2- 10 2-10 Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 • hi Lii ii SECTION 3 MOTOR DATA Swaby LOBELINETM Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 Electric Motor Make WEG Series W22 Super Premium Eff. Catalog Number 01518EG3E254TC-W22 Horsepower/ Frame 15 HP / 254TC Enclosure TEFC Poles/Speed 4/1800 RPM _ Phase/FrequencyNoltage 3 / 60 Hz / 460V Full Load Speed 1775 RPM Service Factor 1 . 15 Insulation Class _ Temperature Rise 80°K NEMA Design A Noise 64 dB(A) Weight 280 Lbs. 3-1 3- 1 Swaby Mfg. / Lobeline No.: Date: 18-NOV-2013 DATA SHEET Three-phase induction motor - Squirrel cage rotor Customer : Durham Product line TEFC-W22 Super Premium Efficiency Frame : 254T Output : 15 HP Frequency : 60 Hz Poles : 4 Full load speed : 1775 Slip : 1.39 Voltage : 460 V Rated current : 17.8 A Locked rotor current : 151 A Locked rotor current(II/In) : 8.5 No-load current : 8.00 A Full load torque : 43.8 lb.ft Locked rotor torque : 280% Breakdown torque : 330% Design : A Insulation class : F Temperature rise : 80 K Locked rotor time : 20 s(hot) Service factor : 1.25 Duty cycle : S1 Ambient temperature : -20°C - +40`C Altitude : 1000 Degree of Protection : IP55 Approximate weight : 280 lb Moment of inertia : 2.5486 sq.ft.lb Noise level : 64 dB(A) D.E. N.D.E. Load Power factor Efficiency(%) Bearings 6309 C3 6209 C3 100% 0.83 93.6 Regreasing interval 20000 h 20000 h 75% 0.76 93.0 Grease amount 13 g 9 g 50% 0.66 91.7 Notes: Performed by Checked 3-2 3-2 Swaby Mfg. / Lobeline No.: Date: 18-NOV-2013 PERFORMANCE CURVES RELATED TO RATED OUTPUT Three-phase induction motor-Squirrel cage rotor 100 1.0 0.0 0 90 0.9 Ate — _ 1.0 u) v' 80 0.8 � _2.0 70 0.7 _3.0 60 0.6 • _4.0 50 0.5 _ _5.0 40 0.4 40 v n 30 $ m 20 o 03 or�.�-- 10 U.1 0_ a 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Percent of rated output(%) Customer : Durham Product line : TEFC-W22 Super Premium Efficiency Frame : 254T Locked rotor current(Il/In) : 8.5 Output : 15 HP Duty cycle : S1 Frequency : 60 Hz Service factor : 1.25 Full load speed : 1775 Design : A Voltage : 460 V Locked rotor torque : 280% Rated current : 17.8 A Breakdown torque : 330% Insulation class : F Notes: Performed by Checked 3-3 3-3 Wig Swaby Mfg. / Lobeline No.. Date: 18-NOV-2013 CHARACTERISTIC CURVES RELATED TO SPEED Three-phase induction motor-Squirrel cage rotor 5.0 10.0 0o 4.5 9.0 c B 4.0 - \ 8.0 - m C)• 3.5 7.0 U _ A n co cp 3.0 6.0 � - m o 2.5 " 5.0 a ° c a) m 2.0 _ 4.0 o 0 1.5 3.0 1.0 - 2.0 0 0.5 - 1.0 Q 0.0 0.0 0 10 20 30 40 50 60 70 80 90 100 Speed related to rated speed (%) Customer : Durham Product line : TEFC-W22 Super Premium Efficiency Frame : 254T Locked rotor current(II/In) : 8.5 Output : 15 HP Duty cycle : S1 Frequency : 60 Hz Service factor : 1.25 Full load speed : 1775 Design : A Voltage : 460 V Locked rotor torque : 280% Rated current : 17.8 A Breakdown torque : 330% Insulation class : F Notes: Performed by Checked 3-4 3-4 1 I 2 I 3 t 4 I 5 I 6 ( 7 I 8 A LL T J I P B AB _____ HH It BF AA—1-�..- �HK . 1 I`-I I - -a, il I � � I C f t k(1 7 1,111, I\\77 Atill = : i i ES.- grii- efl �''N,...212:„" R S= LE1 - V I I I ,::• I I 1 1 - �--o-BB at - - BC . N-W D C Notes: E Performed by: — Checked: P AB U N-W ES Customer:Durham 12.953 10.483 1.625 4.000 2.756 S R depth HH HK TEFC-W22 Super Premium Efficiency 0.375 1.406 0.375 8.376 3.976-F C LL LM AA dl 23.213 7.815 7.480 NPT 1 1/2" A 4 Flange AJ AK BD BF FC 184 7.250 8.500 8.875 UNC 1/2"x13 Three-phase induction motor 18-NOV-2013 ■ BB BC AH Frame 254T IP55 M�J�+�� 0.250 0.250 3.750 3-5 I 5 i' Typical Wiring Diagrams Always use wiring diagram supplied on motor nameplate • CONNECTION DIAGRAMS WEG Three Phase Motors 460 Volts/12 Lead/Part Winding (SCo4-460-12 Leads Part Aiming) Starting Type Starting Type Starting Type (460 Volts) (460 Volts) (460 Volts) ' Across Line Soft Start RVAT* RUN RUN RUN 12 10 11 12 10 11 12 10 11 6 4 5 6 4 5 6 4 5 7 8 9 7 8 9 7 8 9 1 2 3 1 2 3 1 2 3 L1 L2 L3 L1 L2 L3 L1 L2 L3 •Reduced Voltage Auto Transformer WYE-DELTA PART-WINDING (460 Volts) (460 Volts) START RUN START RUN T6 14 15 12 10 11 :2:1011 ;2;10;1i 6 4 5 7 8 9 9 7 8 9 7 8 9 ;6;4;5 1 6 4 5 2 3 1 2 3 L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 NOTE:Always check motor name plate for the correct wiring diagram for that motor. CONNECTION DIAGRAMS WEG Three Phase Motors #CO1-230/460V-9 leads #CO2-230/460V-9 leads 00 A YY Y Low Voltage High Voltage Low Voltage High Voltage 4 5 6� 4:5:6: 4-4-4 4 5 6 7 8 9 7 8 9 7�8�9� 1 2 3 1T211 3! 1 2 3 1T2f 3T L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 #CO3-230/460V-12 leads 208-230V 460V Y 11 12 10 11 12410 11 12 10 151 4 6 4 8 9 7 S8 9 7 :::::: 2 3 1 2 3 1 ¶2j3! 1 L2 L3 L1 L2 L3 Ll L2 L3 L1 ra o AA A m Y connection for starting only m 3 N 182 www.wegelectric.cr9n 6 Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 *,® . Li. SECTION 4 REDUCER DATA Swaby LOBELINETM Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 Speed Reducer Make Radicon Series M Model Number 07 Number of Reductions _ 2 Speed Ratio 8.218 : 1 Output Torque Capacity 4293 Ib.in Input Speed at 60 Hz 1750 rpm Output Speed at 60 Hz 214 rpm Motor Frame Adapter 254 TC Motor Rated HP 15 HP Speed Reducer Rated HP 19 HP Service Factor 1 .27 Output Shaft Diameter 1 .625" 4- 1 4-1 radiconG with you at every turn Series M Helical In-Line 14.447;44414444414417 V J Technical Up to - 120 HP/97,500 [bin Geared Motors CM-2.00OS1211 4-z PRODUCTS IN THE RANGE Serving an entire spectrum of mechanical drive applications from food, energy, mining and metal;to automotive, aerospace and marine propulsion,we are here to make a positive difference to the supply of drive solutions. - -11.,.,-"tp.- --4 .......„...) , .____, ,,,I , .. ((t- 0 rii 1:--------i,)-7---.------77-1 ttr... .. lit „.--,,._..----__-_,4) Series A Series BD Series BS Series C Worm Gear units Screwjack worm Worm gear unit Right angle drive and geared motors gear unit helical worm geared in single&double motors&reducers reduction types �� `' ul glrq a .. �' �. � ' ,r, ell ♦♦ll% ,�A� ��o ®p . ��:ice `-:,/ �.�11;11 Series F Series G Series H Series J Parallel angle helical Helical parallel shaft Large helical parallel Shaft mounted bevel helical geared &bevel helical right shaft&bevel helical helical speed motors&reducers angle drive gear right angle drive units reducers units r_,.,,,,, ,------- , . ) 11 �� R �� «(2� 'LC-Z.1 `, • Series K Series M Roloid Gear Pump Series X Right angle helical In-line helical geared Lubrication and fluid Cone Ring bevel helical geared motors&reducers transportation pump Pin and bush motors&reducers elastomer coupling vii /'141), N IN (I , , r - RE) "....... ,r,i111—-ill .i..". 411 p) W I 0 - Series X Series X Series X Series X Gear Grid Nyticon Torque Limiter Torsionally rigid, Double flexing steel Gear coupling with Overload protection - high torque coupling grid coupling nylon sleeve device We offer a wide range of repair services and many years experience of repairing demanding and highly critical transmissions in numerous industries. We can create custom engineered transmission solutions of any size and configuration. 4-3 4-3 SERIES M UNIT DESIGNATIONS Gearbox Codes I Motor Codes a) 0 m z 11 o _ 73 m i a) a o X CX c a) U- o c a a) 42 c _ o o m " o o m t g o o- o a) 13 E a C a >c > o • a D co -o m 0 o P. m m o m w o Q S a 2 0 0 a) o 5 E a) n o ° a a y N 0 a) 0 E g 7 o 0 a) 0 -p (/) CO Z Q' Z 7 H O 2 2 0 Z Q Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 * ^M 1 Example M 1 0 1 3 1 2 1 2 1 8 . O I B I M I C I - I 1 i A l . 7 51A - I - 1 - Series© , I I I I I ♦ 20-Additional Gearbox Features Range ul DTI Double Oil Seal,Motorized Backstop Etc 2,3- Size of Unit Do eg 0 1 Through 1 4 19-Additional Motor Features 4- No of Reductions - eg En © Through © For Types Without Motor 5- Revision Version 4-—— I Enter I © For Sizes 01 to 08 1--0). 18- No of Motor Poles IIIFor Sizes 09 to 14 I I No motor 6,7,8-Nominal Overall Ratio 4 f 1 50 Hz 60 Hz eg 8 0 4 Pole(Std) 1500 rpm 12 1800 rpm El 9-Unit Version ♦— 4 Pole(High)1500 rpm© 1800 rpm a 6 Pole(Std) 1000 rpm III 1200 rpm D Base Mounted Letter Entry Depends 6 Pole(Hi h 1 B5(D)Flange Mounted on Flange Diameter g ) 000 rpm© 1200 rpm 2 © -B14(C)Flange Mounting Pole 3000 rpm © 3600 rpm II El 12- Base and B14(C)Flange Mounting 8 Pole 750 rpm 900 rpm (Non-Standard Special Orders Only) © Dual speed or special motor 10-Type of Unit • 15,16,17-Geared Motor Powers ©- Motorized with IEC standard motor(IE2) Motor Power Required ©- Motorized with NEMA standard motor(EPACT) eg . 71 5 ©- Motorized with IEC high efficiency motor(IE3) For reducer and non standard ©- Motorized with NEMA high efficiency motor(PREMIUM) motor types enter - - -1 ri- Unit to allow fitting of IEC motor(non customer motor) L - - -4 13,14-Mounting Position III- Unit to allow fitting of NEMA motor(non customer motor) eg 2 B CI- Reducer unit 12-Motor Adaptor For Unit Types Column 10 Entries M,N,H,E,G or A ©- Reducer unit with fan kit r-� For All Other Types Enter l ©- Reducer unit with backstop CCW rotation ©- Reducer unit with backstop CW rotation 11 -Output Shaft II- Reducer unit with fan and backstop CW rotation © - Inch ©- Reducer unit with fan and backstop CCW rotation El - Standard 'This Page May Be Photocopied Allowing The Customer To Enter Their Order To access the on line configurator please visit www.radicon.com 4-4 4-4 2 SERIES M SELECTION TABLES GEARED MOTORS N2 M2 15 HP R/MIN lb.in Fm lb Unit Designation lb Output Output Service Overhung Column Entry El Through Weight of Motor 4 POLE Speed Ratio Torque Factor Load base Size Spaces to be filled when entering order mount unit 1750 rpm 479 3.68 1900 1.42 1519 M 0 7 2 2 3 . 6 _ N _ - _ _ 1 5 . B - - 341.4 254TC nominal 345 5.09 2641 1.42 1360 5 . 0 input speed 308 5.72 2971 1.42 1289 5 . 6 In P p 280 6 29 3270 1 42 1227 I 214 8.22 4293 1.27 997 I 8 . 0 188 9.34 4861 1.18 852 . 479 3.68 1906 2.85 2840 M 0 8 2 2 3 . 6 _ N _ _ _ 1 5 . B - - 414,. 254TC 338 5.21 2714 2.85 3017 5 . 0 304 5.79 3016 2.8 3046 5 . 6 273 6.44 3348 2.64 3059 6 . 3 211 8.33 4340 2.28 3090 8 . 0 188 9.35 4880 2.12 2999 9 . 0 153 11.47 5944 1.86 2807 1 1 , 136 12.92 6754 1.69 2652 1 2 , 117 15.04 7828 1.54 2414 1 4 , 105 16.69 8667 1.43 2167 1 6 , 96 18.26 9494 1.27 1964 1 8 , 85 20.68 10725 12 1666 2 0 , 75 23.32 12121 1.09 1371 2 2 , 62 28.27 14765 0.92 1236 2 8 , 53 32.97 17081 0.81 654 3 2 , 192 9.19 4804 3.78 4563 M 0 9 2 1 9 . 0 N 1 5 . 6 - - 511.1 254TC 171 10.27 5369 3.56 4653 1 0 - - _ 150 11.71 6145 3.25 4743 1 1 , 138 12.74 6669 3.04 4833 1 2 , 121 14.53 7589 2.79 4923 1 4 , 106 16.59 8677 2.58 4577 1 6 , 95 18.43 9622 2.4 4833 1 8 , 85 20.59 10767 2.2 4554 2 0 , 77 22.87 11959 2.05 4808 2 2 , 68 26.04 13586 1.73 4931 2 5 , 61 28.74 14991 1.56 4888 2 8 , 54 32.31 16897 1.14 5003 3 2 , 49 35.67 18509 1.05 5415 3 8 , 44 40.25 20960 1.04 6047 4 0 , 40 44.44 23156 0.94 6182 4 5 , 107 16.43 8570 3.89 7007 M 1 0 2 1 1 6 . _ N _ _ _ 1 5 . B - - 614.8 254TC 96 18.25 9515 3.51 7061 1 8 , 91 19.41 10105 3.71 7117 2 0 , 82 21.57 11224 3.46 7114 2 2 , 68 26.03 13544 2.46 7354 2 5 , 59 29.99 15592 2.14 7452 2 8 , 57 30.76 16018 2.44 7548 3 2 , 50 35.44 18394 2.12 8215 3 6 , 47 37.06 19214 1.87 8330 4 0 , 41 42.7 22161 1.65 8661 4 5 , 37 47.93 24828 1.41 8888 5 0 , 34 51.49 26640 1.29 9054 5 6 , 30 57.75 29890 1.23 9357 6 3 , 28 62.05 31992 1.15 9509 7 1 , 29 60.23 30925 1.08 9396 M 1 0 3 1 5 6 N 1 5 B - - 634.6 254TC 26 66.93 34362 0.97 9621 6 3 25 71.17 36525 1.03 9801 7 1 , 22 79.08 40582 0.95 9824 8 0 , 62 28.35 14670 3.74 12989 M 1 3 2 1 2 8 . _ N _ _ _ 1 5 B - - 771.3 254TC 55 31.89 16449 3.42 13380 3 2 . - 50 35.52 18330 3.07 13818 3 6 . 45 39.01 20095 2.82 14021 4 0 , 41 43.45 22312 2.56 14349 4 5 , NOTE Other output - speeds are available using 2 and 6 pole motors -Consult Application Engineering 4-5 a.5 42 SERIES M DIMENSIONS - DOUBLE REDUCTION BASE MOUNT • f+ g1 k1�^ ko' 01 I r _f i I _ %% • L i t M It L12 ,s Low Speed Shaft ca. 01 MO `_ („.h r 1 I e J- i r 1_, I I O , _ 1/1917 MIL% -I_t Tapped 'For Motor Details i �- -� Hole w - i I a -I See Page 16 I. b -I e t y SIZE a b c e f h h1 i n 001 p p3 s Low Speed Shaft d L L12 t u w M0122 4.33 4.33 0.47 5.16 5.31 2.95 - 2.28 0.98 5.98 2.99 - 5.87 0.39 0.750 1.575 1 9/32 0.829 3/16 1/4 UNF x 0.63 deep M0222 5.12 4.33 0.63 5.98 5.71 3.54 - 2.95 1.38 6.69 3.31 - 7.09 0.39 1.000 1.969 1 9/16 1.106 1/4 1.7 UNF x 0.71 deep M0322 5.12 4.33 0.63 5.98 5.71 3.54 - 2.95 1.38 6.69 3.31 - 7.09 0.39 1.000 1.969 1 9/16 1.106 1/4 1/4 UNF x 0.71 deep M0422 6.50 5.31 0.79 7.87 7.48 4.53 - 3.54 2.17 8.03 3.82 - 8.19 0.59 1.250 2.362 2 1.359 1/4 3/8 UNF x 0.86 deep M0522 6.50 5.31 0.79 7.87 7.48 4.53 - 3.94 2.17 8.03 3.82 - 8.19 0.59 1.375 2.756 2 3/8 1.507 5/16 3/8 UNF x 0.75 deep M0622 7.68 5.91 0.94 9.25 8.27 5.12 0.57 3.94 2.36 8.66 4.33 9.69 8.43 0.59 1.375 2.756 2 3/8 1.507 5/16 3/8 UNF x n 7F rlppn r I M0722 8.07 6.69 0.98 9.65 9.06 5.51 - 4.53 2.36 9.92 4.69 11.61 9.84 0.75 1.625 3.150 2 3/8 1.784 3/8 sre UNF x 1.25 deep M0822 10.24 8.46 1.38 12.20 11.42 7.09 - 5.51 2.95 12.60 6.57 14.17 12.20 0.75 2.125 3.937 23/4 2.338 1/2 q n 1.50 0 d de eep M0921 12.20 9.84 1.57 14.37 13.39 8.86 - 6.30 3.54 14.65 7.87 17.05 15.51 0.91 2.375 4.720 311/16 2.65 0.625 3.6 UNF x 1.65 deep M1021 14.57 11.42 1.77 17.32 15.75 9.84 - 7.28 4.33 16.85 8.86 19.88 17.56 1.06 2.875 5.510 4 s/8 3.2 0.75 s.6 UNF x 1.65 deep M1321 16.14 13.39 1.97 19.29 17.72 10.43 - 8.66 4.33 18.50 9.53 22.17 19.02 1.34 3.625 6.690 151/6 4.01 0.875 11 7 deep M1421 19.69 14.96 1.97 23.23 20.87_11.81 10.24 5.91 21.50 10.94 24.80 21.69 1.61 4.000 8.270 7 1n 4.44 1.00 1 UNF x 1.97 deep MOTOR M0122 M0222 M0322 M0422 M0522 M0622 M0722 M0822 M0921 M1021 M1321 M1421 FRAME SIZE K1 K1 K1 K1 K1 K1 K1 K1 K1 K1 K1 K1 56C 9.45 10.67 10.67 12.13 12.52 13.35 14.84 19.06 - - - - 143-145TC 9.45 10.67 10.67 12.13 12.52 13.35 14.84 19.06 - - - - - 182-184TC 9.13 10.35 10.35 13.11 13.50 14.33 15.20 19.06 20.83 23.98 28.46 32.99 . 213-215TC - - - 13.11 13.50 14.33 15.20 19.06 20.83 23.98 28.46 32.99 254-256TC - - - - - - 15.12 19.06 22.20 25.16 28.46 32.99 . 284-286TC - - - - - - - - 22.32 25.28 28.58 33.11 324-326TC - - - - - - - - 22.99 25.91 29.21 33.74 364-365TC - - - - - - - - - - 35.91 40.43 404-405TC - - - - - - - - - - 37.28 41.81 4-R A_6 52 SERIES M DOUBLE REDUCTION RATINGS .. SIZES M05 - M08 Note:Input Power,Pm may exceed thermal limit, Pm - Input Power (HP) Check thermal power page 83 M2 - Output Torque (Ib.in) i - Exact Ratio (:1) N2 - Output Speed (rpm) fra - Overhung Load (lbf) Column M0522 M0622 M0722 M0822 Entry Speed N2 i M2 Pm Ira N2 i M2 Pm fra N2 i M2 Pm fra N2 i M2 Pm fra N1 71-71-7 (rpm) (rpm) (:1) (Ib.in) (HP) (Ibf) (rpm) ('.1) (1b.in) (HP) (Ibt) (rpm) (:1) (Ib.in) (HP) (Ibf) (rpm) (:1) (Ib.in) (HP) (Ibf) 3500 976 2190 35.1 550 951 2690 42.3 977 951 4160 65.7 1840 3 I . 16 1750 488 3.585 2590 20.6 561 475 3.678 2700 21.2 1390 475 1678 4190 32.9 2670 1160 323 2590 13.7 687 315 2710 14 1540 315 4200 21.8 2920 875 244 2590 10.3 710 237 2710 108 1670 237 4210 16.4 2920 3500 694 2630 30 220 788 2710 35.1 1280 687 3530 39.9 740 671 5930 65.7 1840 5 I . I 0 1750 347 5.04 3340 18.9 266 394 4.438 3200 20.6 1460 343 5.094 3760 212 1060 335 5.214 5960 32.9 2510 1160 230 3380 127 404 261 3210 13.7 1620 227 3760 14 1270 222 5980 21.8 2830 875 173 3390 9.59 450 197 3210 10.3 1710 171 3770 108 1370 167 5980 16.4 2830 3500 619 2790 28.3 200 560 3260 30 1160 611 3710 37.4 650 604 6570 65.4 1840 51 . I6 1750 309 5.649 3530 17.8 209 280 6.24 4130 18.9 1160 305 5.722 4220 21.2 925 302 5.792 6630 32.9 2330 1160 205 3650 122 313 185 4190 12.7 1400 202 4230 14 1140 200 , 6640 21.8 2680 875 154 3650 9.22 360 140 4190 9.59 1510 152 4230 10.6 1230 151 6650 16.4 2680 3500 551 2940 26.6 170 500 3450 28.3 1100 556 3860 35.4 560 543 6900 61.7 1840 6 I . 13 1750 275 6.341 3650 16.5 187 250 6.994 4370 17.8 1110 278 6.292 4640 21.2 797 271 6.442 7380 32.9 2120 1160 182 3660 10.9 358 165 4520 12.2 1310 184 4650 14 1020 180 7390 21.8 2510 875 137 3660 8.23 390 125 4520_ 9.22 1370 139 4650 10.6 1100 135 7400 16.4 2510 3500 434 3250 23.1 112 445 3640 26.6 1100 425 4120 30 2 550 420 -7680 53.1 1140 8 1 . I 0 1750 217 8.053 3980 14.1 114 222 7.851 4530 16.5 1100 1 212 8.218 5440 19 605 1210 8.33 9560, 32.9 1560 1160 144 3980 9.35 294 147 4530 10.9 1380 141 butt1 14 511 139 9570 21.8 1970 875 108 . 3980 7.05 340 111 4530 8.23 1400 106 6080 10.6 760 105 9580 16.4 1970 3500 383 3400 21.4 150 351 4020 23.1 970 374 4540 28 550 374 8020 49.4 1180 9 1 . I 0 1750 191 9.129 3980 12.5 167 175 9.97 5080 14.6 971 187 9.344 5730 17.6 556 187 9.352 10200 31.1 1450 1160 127 3980 8.25 351 116 5260 9.97 1170 124 6390 13 518 124 10700 21.8 1660 875 95 3980 6.22 530 87 5260 7.52 1390 93 6670 102 680 93 10800 16.4 1660 3500 321 3610 19 220 309 4210 21.4 965 308 4890 24.8 460 305 8590 43.1 1140 1 I 1 I . 1750 160 10.89 3980 10.4 244 154 11.3 5260 13.3 966 154 11.35 6170 15.6 482 152 11.47 10900 27.2 1390 1160 106 3980 6.92 478 102 5380 9 1250 102 6650 , 11.1 , 567 101 12500 20.6 1240 875 80 3980 5.22 620 77 5380 6.78 1400 77 6980 8.8 760 76 13200 16.4 1240 3500 279 3760 17.2_ 380 259 4470 19 1010 280 5080 23.4 . 450 , 270 8820 39.3 1140 1 12 1 1750 139 12.54 3770 86 419 129 13.48 5340 11.3 1050 140 12.48 6360 14.6 456 135 12.92 11200 24.7 1410 1160 92 3770 57 698 86 5530 7.76 1390 92 6780 10.3 610 89 12800 18.8 1250 875 69 3780 4.3 811 64 , 5530 5.85 1620 70 7120 8.16 810 67 14100 186 1250 3500 240 3920 15.4 360 225 4660 17.2 1020 244 5360 21.5 460 232 9280 35.5 1140 1 1 4 I . 1750 120 14.58 3980 7.81 387 112 15.52, 4670, _1510 122 14.34 6550 13.1 463 116 15.04 11700 22.4 1360 1160 79 3980 5.17 714 74 4670_ 5.7 1620 80 6990 9.25 668 77 13500 17 1290 875 60 3980 3.9 850 56 4680 4.3 1620 61 7210 7.2 920 58 14800 14.1 1290 3500 214 3980 14 440 193 4850 15.4 1020 215 5680 20.1 450 209 9540 32.9 1140 1 16 1 . 1750 107 1831 3980 6.99 472 96 1805 5280 8.36 1370 107 16.26 6790 12 456 . 104 16.69 12100 20.7 1350 1160 71 3980 4.63 811 64 5280 5.54 1620 71 7110 831 758 69 12600 14.3 1810 875 53 3980 3.49 1010 48 5280 4.18 1620 53 7300 6.44 1000 52 12600 10.8 1810 3500 201 3980 13.1 510 173 5020 14.2 1020 195 5820 188 505 191 9620 30.3 1240 1 18 1 . 1750 100 17.39 3980 855 522 86 20.2 5540 7.85 1380 97 17.94 6830 10.9 . 539_ 95 18.26 12100 18.9 1460 1160 66 3980 4.34 867 57 5540 52 1620 64 7170 7.6 841 63 12100 12.5 2180 875 50 3980 127 1020 43 5540 3.92 1620 48 7370 5.89 1080 47 12100 9.46 2180 3500 169 3980 11.1 640 162 5110 116 1010 170 6110 17.1 480 169 9970 27.8 1260 2 1 0 1 . 1750 84 20.61 3980 5.53 659 81 21.53 5540 7.36 1460 85 20.54 6990 9.76 613 84 20.66 12600 17.5 1440 1160 56 3980 3.67 1020 53 5540 4.88 1620 56 . , 7270 6.72 962 56 12900 11.9 2110 875 42 3980 276 1020 40 5540 3.68 1620 42 7480 5.21 1100 42 12900 8.97 2110 3500 159 3980 10.4 700 137 5240 11.8 1080 150 6390 15.8 450 150 10200 252 1340 2 1 2 1 . 1750 79 22 3980 518 714 68 25.51 5540 6.22 1620 75 23.23 7070 8.74 712 75 23.32 12900 15.9 1560 1160 52 3980 3.43 1080 45 5540 4.12 1620 49 7360 6.02 1080 49 13600 11.1 2120 875 39 3980 2.59 1080 34 5540 3.11 1620 37 7570 4.67 1100 37 13600 8.36 2120 3500 128 3980 8.38 840 128 5300 11.2 1160 129 6610 14.1 450 123 10400 212 1560 2I 8I . 1750 64 27.3 3980 4.18 903 64 27.24 5540 5.82 1620 64 26.93 7170 7.65 837 61 28.27 13200 13.4 1830 1160 42 3980 2.77 1080 42 5540 3.86 1620 43 7470 5.28 1140 41 14800 9.94 2110 875 32 3980 2.09 1080 32 5540 2.91 1620 32 7680 4.09 1180 30 14800 7.5 2110 3500 108 3980 7.11 910 103 5450 9.26 1240 108 6800 12.2 460 106 10700 16.6 1840 3121 . 1750 54 32.19 3980 155 1060 51 33.8 5540 4.7 1620 54 32.12 7290 6.53 994 53 32.97 13500 11.7 2040 1160 36 3980 2.35 1080 34 5540 3.11 1620 36 7600 4.51 1080 35 15000 8.68 2380 875 27 3980 1.77 1080 25 5540 2.35 1620 27 7680 3.44 1100 26 15000 6.55 2380 3500 99 3980 6.5 920 87 5530 7.98 1360 99 6890 11.3 550 96 10900 17.3 1900 3 1 6 I . 1750 49 35.25 3980 125 1080 43 39.86 5540 3.99 1620 49 35.17 7360 6.03 1080 , 48 3621 13700_10.9 2130 - 1160 32 3980 2.15 1080 29 5540 2.64 1620 32 7670 4.16 1050 32 15000 7.91 2600 875 , 24 3980 1.62 1080 21 5540 1.99 1620 24 7680 3.14 1050 24 15000 5.97 2600 3500 81 3700 4.95 980 80 5540 7.3 1450 82 7010 9.59 720 78 11100 14.5 1950 4 15 I . 1750 40 43.2 3700 2.47 1230 40 43.64 5540 3.65 1620 41 42.21 7500 5.12 1130 39 44.38 14100 9.11 2470 1160 26 3820 1.69 1160 26 5540 2.42 1620 27 7680 3.48 1050 26 15000-6.45 3110 875 20 3920 1.31 1160 20 5540 1.82 1450 20 , 7680 2.62 1050 19 15000 4.87 3110 3500 72 3350 4.02 1060 65 4590 4.95 1600 72 6190 7.37 910 72 11200 13.4 2000 5 I 0 I . 1750 36 48.15 3360 2.01 1410 32 53.49 4580 2.47 1620 36 48.56 6200 3.69 1670 36 ,48.46 14200 8.42 2630 V 1160 24 3360 1.33 1410 21 4740 1.69 1620 23 6200 2.44_1670 23 _15000 5.92 3250 875 18 3360 1.01 1060 16 4850 1.31 1600 18 6200 1.84 1670 18 15000 4.46 3250 3500 64 2380 2.56 1230 58 4150 4.02 1620 64 5260 5.65 1000 62 11300 11.7 2040 5 16 I . 1750 32 54 2390 1.28 1620 29 59.61 4160 2.01 1620 32 53.96 5270 2.83 2060 31 55.8 13500 6.97 3230 1160 21 2390 0.847 1620 19 4160 1.33 1620 21 5270 1.87 2060 20 13700 4.71 3730r 875 16 2390 0.639 1620 14 4160 1,01 1620 16 5270 1.41 2060 15 13700 3.55 3730 3500 52 2950 2.56 1620 61 3I . 1750 26 66.86 2960 1.28 1620 1160 17 2960 0.847 1620 L 7 875 _ _ 13 2960 0.639 1620 - _ L_7 64 SERIES M SHIPPING SPECIFICATION Basemount Units Weight(Pounds) Total Weight of Gearmotor= Gearbox Weight plus Motor weight N N N N N N N N N N N N N N N N N N N N UNIT SIZE&NO OF N CO N CO N CO V u) N CO V U') N CO V U) N CO V' U) REDUCTIONS o 0 0 0 0 0 §O") 0 0 0 0 0 0 0 0 0 0 0 0 Mass Ib's Reducer Unit 18 19 26 29 26 29 47 48 49 50 73 75 49 50 73 75 59 60 88 90 56C 20 21 29 32 29 32 50 51 48 49 72 74 48 49 72 74 58 59 87 89 MOTORIZED 143-145TC 20 21 29 32 29 32 50 51 48 49 72 74 48 49 72 74 58 59 87 89 NEMA Unit Without Motor 182-184TC 23 24 31 34 32 34 53 54 63 64 87 89 63 64 87 89 73 74 102 104 213-215TC 63 63 UNIT SIZE&NO OF N N ^ N IC co m CV CI a) LO o 0 0 o co) co)) co) co v co v REDUCTIONS o 0 0 0 0 0 0 0 0 0 0 0 Mass Ib's Reducer Unit 84 86 106 108 148 163 212 212 252 272 309 309 375 395 450 460 547 596 615 617 794 893 871 873 56C 86 88 108 110 156 146 212 210 280 308 330 448 492 779 759 948 938 143-145TC 86 88 108 110 156 146 212 210 280 308 330 448 492 779 759 948 938 182-184TC 99 101 121 123 156 159,225 225 248 280 325 346 352 394 461 505 510 581 779 772 833 948 951 213-215TC 99 156 159 225 225 248 280 325 346 352 394 461 505 510 581 779 772 746 833 948 951 MOTORIZED NEMA Unit 254-256TC ® 156 264 280 371 410 515 586 746 838 Without Motor 284-286TC 269 376 415 515 586 751 838 324-326TC 273 380 419 521 592 756 844 364-365TC 661 732 889 894 404-405TC 675 746 896 998 NEMA FRAME Motor Weight-Pounds 56C 25 143TC 30 145TC 40 182TC 55 184TC 77 213TC 115 215TC 160 254TC 285 256TC 310 284TC 430 286TC 445 324TC 525 326TC 650 364TC 715 365TC 840 404TC 1060 405TC 1200 4-R d 8 86 SERIES M Product Safety Information IMPORTANT General-The following information is important in ensuring safety. It must be brought to the attention of personnel involved in the selection of the equipment,those responsible for the design of the machinery in which it is to be incorporated and those involved in its installation,use and maintenance. The equipment will operate safely provided it is selected,installed,used and maintained properly. As with any power transmission equipment proper precautions must be taken as indicated in the following paragraphs,to ensure safety. Potential Hazards-these are not necessarily listed in any order of severity as the degree of danger vanes in individual circumstances. It is important therefore that the list is studied in its entirety:- 1) Fire/Explosion (a) Oil mists and vapour are generated within gear units. It is therefore dangerous to use naked lights in the proximity of gearbox openings, due to the risk of fire or explosion. (b) In the event of fire or serious overheating(over 300°C).certain materials(rubber,plastics,etc.)may decompose and produce fumes. Care should be taken to avoid exposure to the fumes,and the remains of burned or overheated plastic/rubber materials should be handled with rubber gloves. 2) Guards-Rotating shafts and couplings must be guarded to eliminate the possibility of physical contact or entanglement of clothing. It should be of rigid construction and firmly secured. 3) Noise-High speed gearboxes and gearbox driven machinery may produce noise levels which are damaging to the hearing with prolonged exposure. Ear defenders should be provided for personnel in these circumstances. Reference should be made to the Department of Employment Code of Practice for reducing exposure of employed persons to noise. 4) Lifting-Where provided(on larger units)only the lifting points or eyebolts must be used for lifting operations(see maintenance manual or general arrangement drawing for lifting point positions). Failure to use the lifting points provided may result in personal injury and/or damage to the product or surrounding equipment. Keep clear of raised equipment. 5) Lubricants and Lubrication (a) Prolonged contact with lubricants can be detrimental to the skin. The manufacturer's instruction must be followed when handling lubricants. (b) The lubrication status of the equipment must be checked before commissioning. Read and carry out all instructions on the lubricant plate and in the installation and maintenance literature. Heed all warning tags. Failure to do so could result in mechanical damage and in extreme cases risk of injury to personnel. 6) Electrical Equipment-Observe hazard warnings on electrical equipment and isolate power before working on the gearbox or associated equipment,in order to prevent the machinery being started. 7) Installation,Maintenance and Storage (a) In the event that equipment is to be held in storage,for a period exceeding 6 months,prior to installation or commissioning,application engineering must be consulted regarding special preservation requirements. Unless otherwise agreed,equipment must be stored in a building protected from extremes of temperature and humidity to prevent deterioration. The rotating components(gears and shafts)must be turned a few revolutions once a month(to prevent bearings brinelling). (b) External gearbox components may be supplied with preservative materials applied,in the form of a'waxed"tape overwrap or wax film preservative. Gloves should be worn when removing these materials. The former can be removed manually,the latter using white spirit as a solvent. Preservatives applied to the internal parts of the gear units do not require removal prior to operation. (c) Installation must be performed in accordance with the manufacturer's instructions and be undertaken by suitably qualified personnel. (d) Before working on a gearbox or associated equipment,ensure that the load has been removed from the system to eliminate the possibility of any movement of the machinery and isolate power supply. Where necessary,provide mechanical means to ensure the machinery cannot move or rotate. Ensure removal of such devices after work is complete. (e) Ensure the proper maintenance of gearboxes in operation. Use only the correct tools and approved spare parts for repair and maintenance. Consult the Maintenance Manual before dismantling or performing maintenance work. 8) Hot Surfaces and Lubricants (a) During operation,gear units may become sufficiently hot to cause skin burns. Care must be taken to avoid accidental contact. (b) After extended running the lubricant in gear units and lubrication systems may reach temperatures sufficient to cause burns. Allow equipment to cool before servicing or performing adjustments. 9) Selection and Design (a) Where gear units provide a backstop facility,ensure that back-up systems are provided if failure of the backstop device would endanger personnel or result in damage. (b) The driving and driven equipment must be correctly selected to ensure that the complete machinery installation will perform satisfactorily, avoiding system critical speeds,system torsional vibration,etc. (c) The equipment must not be operated in an environment or at speeds,powers,torques or with external loads beyond those for which it was designed. (d) As improvements in design are being made continually the contents of this catalogue are not to be regarded as binding in detail,and drawings and capacities are subject to alterations without notice. The above guidance is based on the current state of knowledge and our best assessment of the potential hazards in the operation of the gear units. Any further information or clarification required may be obtained by contacting an Application Engineer. 4-q d-9 Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 c) .1 al , ' ___" 0 SECT ! ON 5 COUPLING DATA Swab y LOBELINETM Rotary Lobe Type Pump Durham — Industrial Primary Sludge Pumps FOG Waste Transfer Pump 1 & 2 Coupling Make Rexnord Falk Series Wrap flex Model Number 40R10 Unit Size R10 Driver Bore Dia. 1 .625" Driven Bore Dia. 55 mm Maximum Bore Dia. 3.375" Maximum Speed 3,600 rpm Torque Rating 9,100 lb.-in Design Shaft End Gap 1 .85 " Service Factor 3.07 5-1 5-1 Falk- Wrapflex® Elastomer Couplings I Talk About Simple! (English-Inch) / PrilliPri -11111111M N.p ,,,,'i ____T' ____ __._.._.._ lit,..1111. ....4„. Ilir . ,‘, \ .0.i-win" .00.,1/4, .. 0 • ,, •,, .. , . _ , i .,, . r..._„T x i..... __,I i T- i ...4",+ . . i. , ,,m.,r,/ 3 9 AI 4 1 REXN D 1 5-2 5-2 FalkTM Wrapflex® Elastomer Couplings Now There's a Simple Way to Increase Productivity • 12 sizes Quick, easy installation and replacement set new • Torque Range: 133,000 lb.in. (15 028 Nm) standards for reduced downtime. Because motors ' • Bore Capacity: 71/4" (186 mm) or drives don't need to be moved, our "replace in • "Replace in Place" place" elements even eliminate the need for . time-consuming realignment, further reducing • Non-Lubricated/Low Maintenance downtime. • 3-Year Heavy-Duty Warranty -'k ..• r Available in close-coupled and spacer designs, Wrapflex couplings accommodate up to 71/4" (186 Ever think that keeping your mm) shafts and torque loads up to 133,000 Ib.in. production lines running more (15 028 Nm). profitably could be as simple as For simplicity and cost-effectiveness over the life replacing a light bulb or opening a can with a pop top? of your coupling, it just doesn't get any easier than this- Wrapflex couplings from Rexnord. Low Initial Cost • Advanced manufacturing methods and innovative material R10 Close-Coupled allow us to offer you higher capacity ratings at a more competitive price than ever before , possible. • Initial investment protected by the ~ a"` industry's first, standard 3-Year Heavy-Duty Warranty. 1:•••*.....1- ailV Easy to Install • The compound root radius in the element teeth (patent #6,342,011) increases flexibility for easier and quicker assembly. �. • Can be blind assembled from either direction. -- IAa waras _ rrrrr =-1 . Yn R35 Half Spacer -:" • e 1 2 5-3 5-3 Tough, Long-Lasting • Polyurethane element has excellent wear and chemical resistance, and an operating - temperature of -40° C (-40° F) to 95° C (200° F). • Weather resistant, high-grade nylon �' ,� ' cover is standard. r: • Optional carbon steel covers with ' black epoxy coating for highly corrosive, severe-duty applications. . iiii* (Standard for sizes 60-80.) - • Optional Stainless steel hubs are 1, 410 'Liiiik/ , . available for Type R10 when required in the food industry or corrosive environments. Safety First • Two stainless steel button-head Itilli ■••„,,,,,... "1111capscrews, positioned 180° apart, prevent relative motion between cover and element and provide a +q r ""'.�,, a positive means of retaining the insimmimpoloth' t, cover to the element. , 2 • Flexible element is retained after failure, helping minimize the 1 1 potential for damage or personal injury. Quick and Easy Retrofits • Compact design eliminates the Replace in Place No Maintenance Needed need for coupling guard redesign Re p on existing applications. • Design allows quick and easy • Non-lubricated design of the • Stock finished bores in popular element replacement. tough, flexible polyurethane sizes. Taper bores for Q.D. and • There's no need to remove hubs or element reduces periodic TaperLock bushings are available realign motors or drives, reducing maintenance costs. off-the-shelf from our worldwide downtime. distribution network. Protects Equipment • Compound root radius on inner corners of flex element (patent #6,342,011) act as a stress relief for longer R31 Full Spacer element life. • Hub teeth machined with special nose radius (patent #6,342,011) for better tooth-to-tooth contact (Sizes 5 to 80 only). � • Special hub feature to reduce reaction loads ', ' transferred to connected equipment (patent #6,648,763). _._.. moor REXN! RD 5-4 5-4 3 FalkTM Wrapflex® Selection Guide 4 5-5 5 5 Type R1 0 Close Coupled Coupling/Dimensions - Inches COVER FASTENERS GAP H, COVER 2 @ 180°�' ELEMENT ��..r• NE 4%. ,eiP H U AA A D ION F B DIMENSIONS-INCHES CPLG SIZE Torque Allow Man CpIg Wt-lb$ A AA Corer * Rating Speed Bore BE■ C D F H J S Z GAP■ Fasteners• B lb-in rpm t Nylon Steel Nylon Steel Nylon I Steel Allen p Cover Cover• Cover Cover• Cover Cover• r" Wrench 2R 100 4500 .875 .804 .886 1.92 1.93 2.04 2.05 2.22 .65 .79 ... 1.53 ... .55 .38 .30 .062 M3 M2 3R 300 4500 1.125 1.69 1.82 2.40 2.40 2.52 2.52 2.70 .73 .98 ... 2.00 ... .63 .48 .33 .062 M3 M2 4R 500 4500 1.315 2.57 2.77 2.78 2.80 2.94 2.96 3.13 .77 1.18 ... 2.28 ... .67 .58 .35 .062 M4 M2.5 SR 550 4500 1.625 2.96 3.27 3.01 3.01 3.17 3.17 2.83 .78 1.02 2.36 2.52 .59 .91 .63 .35 .078 M4 M2.5 1OR 1,150 4500 1.875 5.48 5.98 3.56 3.56 3.72 3.72 3.62 .94 1.34 2.84 2.99 .75 1.10 .88 .43 .078 M4 M2.5 20R 2,800 4500 2.375 12.4 13.4 4.96 4.88 5.20 5.12 4.80 1.26 1.77 3.62 4.02 .98 1.46 1.00 .59 .078 M6 M4 um. .`Ann Acnn 157C 1117 /11 C 77 C L7 L 111 C A7 c OA 1 A') /1R A 14 A LC 1 1A 1 LC 1 2C L7 1171 AIL AAA 40R 9,100 3600 3.375 37.6 39.8 7.17 6.97 7.48 7.28 7.13 1.85 2.64 5.12 5.91 1.34 2.15 1.63 .83 .188 MB M5 60R 35,500 2500 5.250 ... 146 ... 1151 ... 1094 1184 2.97 194 8.25 8.98 2.37 2.64 ... 1.39 .188 M10 M6 70R 70,900 2100 6.125 ... 244 ... 12.20 ... 12.64 12.76 3.31 4.72 9.88 10.63 2.74 2.95 ... 1.56 .188 M10 M6 80R 133,000 1800 7.250 ... 365 ... 14.57 ... 15.00 14.84 3.82 5.51 10.63 12.91 3.28 3.35 ... 1.79 .250 M10 M6 *Wropflex is a metric product.Metric to inch conversions may not be direct.Dimensions are for reference only and are subject to change without notice unless certified. t AGMA Class 1 clearance fit bores are standard for Sizes 2R thru 50R,with two setscrews(one over keyway&one at 901.Interference fit bores and no setscrews are standard for Sizes 60R thru 80R.Long hubs and interference fits are available and recommended when at or near maximum bore and: a)Number of start/stop cycles exceeds 10 per hour;or b)Application service factor=2.0 or higher. # Coupling assembly weight is based on"no bore"hubs.For coupling assembly weight and bored hubs,subtract the following value for each hub:(0.20)(Bore)2(C)lb.Bore in "inches". •Nylon cover is standard on Sizes 2R thru 50R,with an epoxy-coated steel cover as an option.Epoxy-coated steel cover is standard on Sizes 60R thru 80R,with no option for nylon cover. • "BE"=Standard"Distance Between Shaft Ends"with hubs mounted flush to the shaft ends."GAP"=Minimum allowable"Distance Between Shaft Ends".Any shaft ends cing between the"GAP'and"BE"dimensions is acceptable.However,if utilizing a shaft end spacing less than the"BE"dimension,the key should not extend beyond the hub foe in order to prevent potential interference with the flex element. •Cover fasteners are stainless steel,socket button head capscrews,per ISO 7380-A2.Two capscrews per coupling assembly. 8(491-15Q)6 m Rexnord Industries,LLC,1998,20075-6 Engineering Data Combined Misalignment Limits-Operating (Lines represent maximum limits of combined angular and parallel misalignment.Allowable misalignment is any point that falls within the triangular area under each line.) - TABLE 14 - Installation & Operating 1.00 Misalignment Capacity r Installation Limits Operating limits rn COUPLING ParallelOHset M ular Parallel Offset An ular a 0.75 SIZE (Inch) (Degree)( Inch) (Degree) m -SR-l OR 2R .010 0.25 .020 1.00 r 2oR-soR - 30 .010 0.25 .020 1.00 0.50 L, 4R .010 0.25 .020 1.00 SR .020 0.25 .040 1.00 1OR .020 0.25 .040 1.00 0 20R .040 0.25 .080 1.00 5 0.25- \ - 30R .040 0.25 .080 1.00 a` 400 .040 0.25 .080 1.00 500 .040 0.25 .080 1.00 0 60R .040 0.25 .080 1.00 0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080 700 .040 0.25 .080 1.00 Parallel Misalignment(Inch) 800 .040 0.25 .080 1.00 TABLE 15 - Mass & WR2 R10 Mass COUPLING Element Nylon Cover Steel Cover RIO Hub(No Bore) Total w/Nylon Cover Total w/Steel Cover SIZE lb lb lb lb lb lb 2R 0.025 0.018 0.10 0.38 0.80 0.89 3R 0.045 0.027 0.15 0.81 1.69 1.82 4R 0.063 0.042 0.25 1.23 2.57 2.77 SR 0.070 0.068 0.38 1.41 2.96 3.27 1 OR 0.13 0.11 0.61 2.62 5.48 5.98 200 0.41 0.28 1.29 5.84 71p2.44 13.4 22.1 40R I 1.30 I I 0.86 I 3.13 82 ® I 31.6 I 39.8 50R 2.70 1.70 5.83 37.2 78.8 82.9 60R 4.08 ... 7.29 61.1 ... 146 70R 6.17 ... 10.2 114 ... 244 80R 10.2 ... 14.6 170 ... 365 R10 WR2 COUPLING Element_ Nylon Cover Steel Cover R10 Hub(No Bore) Total w/Nylon Cover Total w/Steel Cover SIZE lb-in2 lb-in2 lb-1n2 lb-in2 lb-in2 lb-in2 2R 0.012 0.015 0.083 0.11 0.25 0.32 3R 0.036 0.036 0.20 I 0.41 0.89 1.06 4R 0.067 0.072 0.43 0.82 1.78 2.14 SR 0.090 0.14 0.76 1.05 2.33 2.95 l OR 0.23 0.32 1.73 2.80 6.15 7.56 20R 1.35 1.57 7.02 10.5 23.9 29.4 30R 2.75 2.80 13.2 23.2 52.0 62.4 40R 8.84 10.1 35.3 65.6 150 175 SOR 30.4 31.8 106 245 552 626 60R 67.8 ... 188 621 ... 1,498 700 141 ... 358 1,500 ... 3,499 80R 334 , ... 140 2,950 6,974 R31/R35 WR2 Values* COUPLING T31 R31Assembly t R35 Assembly t SIZE Shaft Hub Min BE WR2 at Min BE (1b-in2) WR2(lb-in2) Min BE WRY at Min BE (lb-in2) WV(1b-In2) (Inch) Nylon Cover Steel Cover per Inch (Inch) Nylon Cover Steel Cover per Inch SR 1020 3.19 7.53 8.15 0.351 1.99 4.93 5.55 0.351 10R 1030 3.50 13.6 15.0 0.413 2.35 9.61 11.0 0.413 20R 1040 3.50 39.1 44.8 1.253 3.01 33.0 38.4 1.253 300 1050 4.38 72.4 82.3 1.980 3.45 65.9 75.8 1.980 40R 1070 5.00 217 243 4.164 3.49 184 209 4.164 SOR 1080 6.50 579 654 10.78 4.45 565 640 10.78 60R 1090 7.87 ... 1500 20.35 5.42 ... 1500 20.35 - 70R 1100 8.80 ... 2970 40.58 6.06 ... 3230 40.58 700 1110 8.80 ... 3620 40.58 6.06 ... 3550 40.58 800 1120 9.78 ... 1670 61.97 6.80 ... 7210 61.97 80R 1130 10.00 ... 9610 144.8 6.91 ... 8190 i 144.8 *WR7 values are based on hubs with no bore. t For R31 Mass,refer to Page 1 1. t For R35 Mass,refer to Page 12. 5-7D Rexnord Industries,LLC,1998,2007. 5499-110) 15 World Class Customer Service For more than 100 years, the dedicated people of Rexnord have delivered excellence in quality and service to our customers around the globe. Rexnord is a trusted name when it comes to providing skillfully engineered products that improve productivity and efficiency for industrial applications worldwide. We are committed to exceeding customer expectations in every area of our business: product design, application engineering, operations, and customer service. Because of our customer focus, we are able to thoroughly understand the needs of your business and have the resources available to work closely with you to reduce maintenance costs, eliminate redundant inventories and prevent equipment down time. Rexnord represents the most comprehensive portfolio of power transmission and conveying components in the world with the brands you know and trust. Rexnord and Wrapflex are registered trademarks of Rexnord Industries,LLC.Falk is a trademark of Rexnord.Taperlock is a trademark of a bushing under license.All rights reserved. WORLDWIDE CUSTOMER SERVICE AUSTRALIA CHINA LATIN AMERICA UNITED STATES Rexnord Australia Pty.Ltd. Rexnord China Rexnord International,Inc. Customer Service Picton,New South Wales Shanghai,China Milwaukee,Wisconsin Phone: 1-866-REXNORD Phone:61-2-4677-3811 Phone:86-21-62701942 Phone: 1-414-643-2366 (1-866-739-6673) Fax:61-2-4677-3812 Fax:86-21-62701943 Fax: 1-414-643-3222 Fax: 1-614-675-1898 E-mail:international2 @rexnord.com E-mail:rexnordcs(state)@rexnord.com BRAZIL EUROPE Example:rexnordcsohio @rexnord.com Rexnord Correntes Ltda. Rexnord NV/SA MEXICO Sao Leopoldo-RS Mechelen,Belgium Mecanica Falk S.A.de C.V. ALL COUNTRIES NOT USITED Phone: 55-51-579-8022 Phone:32-15-.443811 Mexico,D.F.02300 Rexnord International Fax:55-51-579-8029 Fax:32-15-443860 Phone: 52-55-9140-3500 Milwaukee,Wisconsin Rexnord Kette GmbH Fax:52-55-9140-3550 Phone: 1-414-643-2366 CANADA Betzdorf,Germany Fax:1-414-643-3222 Rexnord Canada Ltd. Phone:49-2741-2840 SINGAPORE E-mail:internationall @rexnord.com Scarborough,Ontario Fax:49-2741-284-385 Rexnord International,Inc. Phone: 1-416-297-6868 Singapore City,Singapore Fax: 1-416-297-6873 Phone:65-6338-5622 Fax:65-6338-5422 REXI Rexnord Industries,LLC,5555 South Moorland Road,New Berlin,WI 53151-7953 USA 491-1I0 062007De1zuLNn Printed in USA Phone:262-796-4060 Fax:262-796-4064 5_8 O 2007 Rexnord Industries LLC 5-8 1■■11`T1 www.hilti.us _ Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 1 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 1 Date' 4/14/2014 E-Mail. Ron @RobertsEngineering.org Specifiers comments: 1 Input data Anchor type and diameter: HIT-RE 500-SD+HAS B7 1/2 _�s:"' Effective embedment depth: her.aa=4.724 in.(het it=-in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-2322 Issued I Valid: 1/1/2014 14/1/2014 Proof: design method ACI 318/AC308 Stand-off installation: without clamping(anchor);restraint level(anchor plate):2 00;et,=0.500 in.;t=0.500 in. Hilti Grout:CB-G MG(50),multipurpose,fcGrout=6962 psi Anchor plate: I,x lY x t=25.000 in.x 68.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f =4000 psi;h=7.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[Ib,in.ib] Z et it 2� 5t'1 Y-- ? '8 s 26 t' 0.5 4 4 650 a X 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 Scheer) HIS is a registered Trademark of HIS AG,Schaan 1■■111 :11'1 • www.hilti.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 2 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron @RobertsEngineering.org 2 Load case/Resulting anchor forces Load case:Design loads _1 A y CI Anchor reactions[lb] Com ssion Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 114 122 86 86 2 122 122 86 86 'x 3 130 122 86 86 Te sion 4 0 122 86 86 5 0 122 86 86 6 8 122 86 86 max.concrete compressive strain: 0.00[%o] max.concrete compressive stress: 16[psi] °3 resulting tension force in(x/y)=(-10.998/-1.591): 374[Ib] resulting compression force in(x/y)=(11.800/21.207):374[lb] 3 Tension load Load N.[Ib] Capacity+N„[Ib] Utilization l =N„•/4N„ Status Steel Strength* 130 13301 1 OK Bond Strength** 374 1296 29 OK Concrete Breakout Strength** 374 2821 14 OK anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-2322 a Nsteei Z Nua ACI 318-08 Eq.(D-1) Variables n Ase,N[in 2] futa[psi] 1 0.14 125000 Calculations N.[Ib] 17735 Results Nsa[Ib] 4'steei 0 N.[lb] N.[lb] 17735 0.750 13301 130 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)20032009 Hilt AG,FL-9494 Schaan Hill]is a registered Trademark of Hilti AG.Schaan I■■III..TI a www.hilti.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 3 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron@RobertsEngineering.org 3.2 Bond Strength Nag =VIA Wed,Na Wg.Na Wec,Na Wp,Na Na0 ICC-ES AC3O8 Eq.(D-16b) m Nag 2 Nua ACI 318-08 Eq.(D-1) ANa =see ICC-ES AC3O8,Part D.5.3.7 ANaO =Sr,Na ICC-ES AC3O8 Eq.(D-16c) Scr,Na =20d Tk•uncr s 3 het ICC-ES AC3O8 Eq.(D-16d) 1450 su"a =Ccr,Na — ICC-ES AC3O8 Eq.(D-16e) Wed,Na =0.7+0.3(Cam-rain)51.0 ICC-ES AC3O8 Eq.(D-16m) Ccr,Na 0.5 Wg,Na =Wg,NaO+ [(S-2-11-) •(1-Wa,Nao)]21.0 ICC-ES AC3O8 Eq.(D-16g) Su,Na 1.5 Wg,NaO J- =�n_p 1), ( Tk,c ) ]21.0 ICC-ES AC3O8 Eq.(D-16h) Tk,max,c Tk,maocC=,-!het• ' ICC-ES AC3O8 Eq.(D-16i) 1 ` Wec,Na = (1 + 2eN / s 1.0 ICC-ES AC3O8 Eq.(D-16j) Scr,Na Wp.Na =MAX( n,Via)s 1.0 ICC-ES AC3O8 Eq.(D-16p) No =Tk,c'aNSeis'xbond'R'd•her ICC-ES AC3O8 Eq.(D-16f) Variables Tk,c,uncr[psi] danchor Dn.] het[in.] ca Join[in.] sayg[in.] n Tk,c[psi] 2235 0.500 4.724 6.000 24.500 5 1075 Ica ([psi] ec1,N[in.] ec N[in.] cac[in.] 1 bond aN,seis 17 4000 8.698 3.609 12.358 1.00 0.650 Calculations 7 Sci Na[in.] Ccr,Na[in.] ANa[in 2] Awe)[in 2] Ved,Na Tk,rnax[psi] 12.415 6.208 757.80 154.14 0.990 1488 Wg,NaO Wg,Na Wec1,Na Wec2,Na Wp,Na Nao[Pb] 1.477 1.000 0.416 0.632 1.000 5185 Results Nag[lb] +bond +seismic +nondactile 0 Nag[lb] Nua[lb] 6647 0.650 0.750 0.400 1296 374 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 Hilt is a registered Trademark of Hilt/AG,Sthaan I■■II LIT I • www.hllti.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 4 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron©RobertsEngineering.org 3.3 Concrete Breakout Strength Ncbq =(A C)1yec,N lyed,N Wc,N yIcp,N Nb ACI 318-08 Eq.(D-5) 0 NCbg 2 Nua ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN =9 her ACI 318-08 Eq.(D-6) 1 tyec.N = (1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 he+ tyed,N =0.7+0.3( -5her min)5 1.0 ACI 318-08 Eq.(D-11) 1. tycp,N =MAX(cayn,1.5her)5 1.0 ACI 318-08 Eq.(D-13) cac cec Nb =kc A,,'hef5 ACI 318-08 Eq.(D-7) Variables her[in.] ec1,N[in.] ear,'[in.] ca,min[in.] yrc,N 4.724 8.698 3.609 6.000 1.000 cab[in.] kc a f.[psi] 12.358 17 1 4000 Calculations ANC[In.2] ANco[In 2] tyecl.N yec2,N tyed,N tycp,N Nb[Ib] 927.40 200.88 0.449 0.663 0.954 1.000 11041 Results Nth,[Ib] +concrete +seismic 4nonductile rit Nth,[Ib] Nua[Ib] 14465 0.650 0.750 0.400 2821 374 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)20032009 Hilti AG,FL-9494 Schaan Hilb is a registered Trademark of Hilti AG,Schaan IMIIIIIIMMrill www.hilti.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 5 Specifier: Ronald M.Roberts,PE,SE Project: Durham - Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron @RobertsEngineering.org 4 Shear load . Load Vu,[Ib] Capacity 1Vn[Ib] Utilization gv=Vt./4V,, Status Steel Strength' 122 3874 4 OK Steel failure(with lever arm)' 122 1455 9 OK Pryout Strength(Bond Strength controls)** 731 12720 6 OK Concrete edge failure in direction y+"' 731 2151 34 OK anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa =av,seis(n 0.6 Asa.V futa) refer to ICC-ES ESR-2322 0 Vsteel a Vua ACI 318-08 Eq.(D-2) Variables n Ase.v[in 2] futa[psi] av,seis (n 0.6 Ase.v fora)[lb] 1 0.14 125000 0.700 10643 Calculations Vsa[lb] 7450 Results Vsa[Ib] 4,steel 4,eb 4,Vsa[lb] Vua[Ib] 7450 0.650 0.800 3874 122 4.2 Steel failure(with lever arm) VM =a""LbM5 bending equation for stand-off Ms =MS(1 -�N�) resultant flexural resistance of anchor MS =(1.2)(S)(fu, ) characteristic flexural resistance of anchor (1-0N�) reduction for tensile force acting simultaneously with a shear force on the anchor 3 S =n3 Z elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(do) intemal lever arm adjusted for spalling of the surface concrete 14 a Vua ACI 318-08 Eq.(D-2) Variables UM fu,min[Psi] Nua[Ib] 4,N50[Ib] z[in.] n do[in.] 2.00 125000 130 13301 0.750 0.500 0.500 Calculations N-1-11 MS[in.lb] (1 .N.. Ms[in.lb] Lb[in.] - 1130.223 0.990 1119.217 1.000 Results VM[Ib] +steel 0VM[Ib] Vua[lb] 2238 0.650 1455 122 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)20032009 F6Iti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Scram MI I • www.hiltl.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 6 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron @RobertsEngineering.org 4.3 Pryout Strength(Bond Strength controls) Vcpg —k`vL(ANao)Wed,Na Wg,Na Wec,Na Wp.Na Nao] ACI 318-08 Eq.(D-31) 0 V 9 2 Vua ACI 318-08 Eq.(D-1) AN. see ICC-ES AC3O8,Part D.5.3.7 ANa0 =Scr,Na ICC-ES AC3O8 Eq.(D-16c) s..,-,Na =20 d Tk,una 5 3 het ICC-ES AC3O8 Eq.(D-16d) 1450 5°"a Ca,Na = ICC-ES AC3O8 Eq.(D-16e) — Wad.Na =0.7+0.3(caa=nnn)5 1.0 ICC-ES AC308 Eq.(D-16m) Ca,Na 0.5 We.Na =Wg.Nao+ [(sue) •(1-Wg.Nao)]a 1.0 ICC-ES AC308 Eq.(D-16g) Sa,Na �CC 1.5 Wg,NaO =Vrt-[(Wrl-1)• ( Tk,c ) ]2 1.0 ICC-ES AC308 Eq.(D-16h) Tk,maxc kc Tk,max,c=a het'fc ICC-ES AC3O8 Eq.(D-16i) 1 Wec,Na = (1 + 2e,N )5 1.0 ICC-ES AC308 Eq.(D-16j) \ Sa,Na Wp,Na C=MAX(Ca_min Ccr,Na)5 1.0 ICC-ES AC308 Eq.(D-16p) ac Cac Nat =Tk,c•aN,seis'Abond'R.d•hef ICC-ES AC3O8 Eq.(D-161) Variables kW Tk,c,uncr[Psi] Tk.c[Psi] danchor[in.] het[in.] 2.000 2235 1075 0.500 4.724 Sag[in.] n kc t [Psi] ec,,N[in.] 24.500 6 17 4000 0.000 ecz,N[in.] ca,min[in.] Cac[in.] )(bond aN,seis 0.000 6.000 12.358 1.00 0.650 Calculations Sa,Na[in.] Ccr,Na[in.] ANa[in 2] ANao[in.2] Wed,N Tk,max[psi] . 12.415 6.208 909.36 154.14 0.990 1488 Wg,NaO W9,Na Wecl,N Wec2,N 41p,Na Nat[lb] 1.559 1.000 1.000 1.000 1.000 5185 Results V.og[lb] 4concrete 4seismic gnonductile 41 Vapg[lb] Vua[lb] 60571 0.700 0.750 0.400 12720 731 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 Hilti is a registered Trademark of Hitti AG,Schaan 'MI II1.1. I 0 www.hiltl.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 7 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron@RobertsEngineering.org 4.4 Concrete edge failure in direction y+ Avc Vcbg =(Avco)Wec,v Wed.V Wc,V Wh,V Wparallel,V Vb ACI 318-08 Eq.(D-22) 1t Vcbg 2 Vua ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Av.() =4.5 ca, ACI 318-08 Eq.(D-23) 1 y,„v = ( 2e,,+ )5 1.0 ACI 318-08 Eq.(D-26) 3ca, Wed,v =0.7+0.3(1.5L)s 1.0 ACI 318-08 Eq.(D-28) 1yh v = 1.5ca,a 1.0 ACI 318-08 Eq.(D-29) ha o.z Vb =(7(tl) 4-d--.)a i ce; ACI 318-08 Eq.(D-24) a Variables cat[in] caz[in.] ecv[in.] Wc.v ha[in.] 7.667 6.000 0.000 1.000 7.000 le[in.] 4 da[in.] fc[Psi] Wparauel.v 4.000 1.000 0.500 4000 1.000 Calculations Avc[in 2] Avw[in 2] Wec,v Wea,v Wh,V Vb[lb] 245.00 264.50 1.000 0.857 1.282 10073 Results Vcb9[Ib] 4concrete °seismic grwncuctue +Vcbg[Ib] Vua[lb] 10243 0.700 0.750 0.400 2151 731 5 Combined tension and shear loads RN [3v C Utilization RN,V[%] Status p0.289 0.340 5/3 30 OK PNV=I ri +Pv<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hitt AG,FL-9494 Scttaan Hilti is a registered Trademark of Hilti AG,Schaan 1■■11`T1 • www.hilti.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 8 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron @RobertsEngineering.org 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.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! • Condition A applies when supplementary reinforcement is used.The c factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • 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 318-08 Appendix D, Part D.3.3.4 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,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions" that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains"Exceptions" that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(A,nondualie)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of ibnonductiie=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. 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 Hilfi AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I■■11`TI • www.hilti.us Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 9 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron @RobertsEngineering.org 7 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-RE 500-SD+HAS B7, 1/2 Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:360.000 in.lb Hole diameter in the fixture d,=0.563 in. Hole diameter in the base material:0.563 in. Plate thickness(input):0.500 in. Hole depth in the base material:4.724 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.974 in Cleaning:Premium cleaning of the drilled hole is required ♦y • 12.500 12.500 • 0 S 01 04- • O O O O Ih O O rp N 02 05 • • �x O 8 rd N O O O cAi -- 03 06 • 0 O O rp • • 1.000 23.000 1.000 •Coordinates Anchor in. Anchor x y C. c.x c1, cy, Anchor x y c-, c.= cy c,,, 1 -11.500 26.000 6.000 29.000 63.000 11.000 4 11.500 26.000 29.000 6.000 63.000 11.000 2 -11.500 0.000 6.000 29.000 37.000 37.000 5 11.500 0.000 29.000 6.000 37.000 37.000 3 -11.500 -26.000 6.000 29.000 11.000 63.000 6 11.500 -26.000 29.000 6.000 11.000 63.000 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 1■•111`'TI www.hiiti.us _ Profis Anchor 2.4.6 Company: Roberts Engineering PLLC Page: 10 Specifier: Ronald M.Roberts,PE,SE Project: Durham Address: 17503 NE 137th Street Redmond, WA 98052 Sub-Project I Pos.No.: Swaby Lobeline Pumps Phone I Fax: 425.556.0300 I Date: 4/14/2014 E-Mail: Ron @RobertsEngineering.org 8 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 EZ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2322* Reissued February 1, 2012 This report is subject to renewal April 1, 2014. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council" DIVISION:03 00 00—CONCRETE • Equipment for hole cleaning and adhesive injection Section:03 16 00—Concrete Anchors The Hilti 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 HiltiTechEnqaus.hilti.com 3.2 Materials: 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 Code®(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 used to resist static,wind and earthquake(Seismic Design 3.2.3 Dispensers: Hilti HIT-RE 500-SD must be Categories A through F) tension and shear loads in dispensed with manual dispensers, pneumatic dispensers, cracked and untracked normal-weight concrete having or electric dispensers provided by Hilti. a specified compressive strength, f's, 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 HIT-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 *Revised January 2014 !CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifcall r addressed nor are they to be construed it as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by KC Evaluation Service,LLC,express or implied,as e: to any finding or other matter in this report,or as to any product covered by the report. „•,,,,,a, Copyright©2014 Page 1 of 40 ESR-2322 I Most Widely Accepted and Trusted Page 2 of 40 1 Figure 5 summarize reinforcing bar size ranges. The strength reduction factor, 0, in accordance with ACI 318 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, kb or Ncb9, 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 kcc,, and kc,,,,c,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- D.5.2.6, Nb must be calculated using kc,,,,c,and WcN= 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'c 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 ACI 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, Na 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 4,,,and modified with the factor K,,,, 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 (K,,,,), or where the anchor installation is conducted 3.3 Concrete: underwater(K,,,,.)as follows: Normal-weight concrete must comply with Section 1903 and 1095 of the IBC. The specified compressive strength C H H PERMISSIBLE BOND ASSOCIATED of concrete must be from 2,500 psi to 8,500 psi(17.2 MPa R O A INSTALLATION STRENGTH STRENGTH to 58.6 MPa). Where values are nonconforming or A L M CONDITIONS REDUCTION C C E FACTOR unstated,the steel must be considered brittle. O K M 4.0 DESIGN AND INSTALLATION N E D E Dry concrete rk,a 4 C D R R Water-saturated rkv-K„, O„, 4.1 Strength Design: R ^ I E L D Dry concrete rkunc, 4 4.1.1 General: The design strength of anchors under the T U L R Water-saturated rkwc,•K,„ Ows 2009 and 2006 IBC, as well as the 2009 and 2006 IRC, E N I must be determined in accordance with ACI 318-11 (ACI C N L Water-filled hole rk,,,,,,.,•K„„ 4i,„r 318)and this report. T R G Underwater A design example according to the 2009 IBC based on P A M application rk "" K"„ „ ACI 318-11 is given in Figure 4 of this report. E K E C Dry concrete rk,,,,c, 4 Design parameters are based on ACI 318-11 for use with S E T O the 2009 and 2006 IBC unless noted otherwise in Sections D p E water saturated rkac, K„z s 4.1.1 through 4.1.11 of this report. D 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, rp, 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. Vsa, in accordance with ACI 318 D.6.1.2 and strength 4.1.2 Static Steel Strength in Tension: The nominal reduction factor, q,, in accordance with ACI 318 D.4.3 are static steel strength of an anchor in tension, Nsa, 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 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 nominal concrete breakout strength of a single anchor or associated with the same load combination, anchors and group of anchors in shear, Vcb or Vcbg, must be calculated their attachments shall be designed in accordance with in accordance with ACI 318 D.6.2 based on information D.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,Vb, 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, her 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 no. nominal static pryout strength of a single anchor or group The anchor design tensile strength shall be calculated from of anchors in shear, VIP or V-vg. must be calculated in D.3.3.4.4. accordance with ACI 318 D.6.3. D.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 hm;n, Anchor earthquake forces shall be determined in accordance with Spacing s,,1,,and Edge Eistance cm;n: In lieu of ACI 318 D.6. D.8.1 and D.8.3, values of smm and cmin 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, hmin, 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 sa, the strength in accordance with D.6.2 and D.6.3 need not be maximum torque Tmax shall comply with the following computed and D.3.3.5.3 need not apply provided all of requirements: the following are satisfied: REDUCED MAXIMUM INSTALLATION TORQUE T„,„,„,FOR 1.1. The allowable in-plane shear strength of the EDGE DISTANCES c.,,<(5 x da) anchor is determined in accordance with AF&PA NDS EDGE DISTANCE, MINIMUM ANCHOR MAXIMUM Table 11E for lateral design values parallel to grain. ca, SPACING,sa, TORQUE,Tmax,red 1.2. The maximum anchor nominal diameter is 5/8 inch 1.75 in.(45 mm)5 ca, 5 x da 5 sa<16 in. 0.3 x Tmax (16 mm). <5 x da 5a,z 16 in.(406 mm) 0.5 x T a, 1.3. Anchor bolts are embedded into concrete a 4.1.10 Critical Edge Distance cac: In lieu of ACI 318 minimum of 7 inches(178 mm). D.8.6,cac must be determined as follows: 1.4. Anchor bolts are located a minimum of 13/4 inches 0 4 (45 mm) from the edge of the concrete parallel to the Cac=her.(l�so) •[3.1-0.77] (D-43) length of the wood sill plate. er 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 ^,r to the length of the wood sill plate. r,ncr = characteristic bond strength stated in the tables of 1.6. The sill plate is 2-inch or 3-inch nominal thickness. this report where by runt,need not be taken as larger than: 2. For the calculation of the in-plane shear strength of k nR7�r! anchor bolts attaching cold-formed steel track of bearing Tunrr— n,da 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 D.3.3. The nominal steel shear strength, Vsa, must be 2.1. The maximum anchor nominal diameter is 5/8 inch adjusted by aysers 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 r,,,,, must be adjusted by 0 v.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 AC1 318 Sections D.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 D.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'c used for calculation purposes must 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 S100 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 125 mm]in diameter attaching a sill plate strength design. or track to foundation or foundation stem wall need not satisfy D.3.3.5.3(8) 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 D.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, report. Installation must be in accordance with ACI 318-11 D, E or F under the IBC or with anchor strength must w D.9.1 and D.9.2. Anchor locations must comply with this be adjusted in accordance with Section 4.1.11 of this report and the plans and specifications approved by report. 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 dimensions, concrete type, concrete compressive 5.11 Prior to installation, calculations and details 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 envelope or a Continuous special inspection of adhesive anchors fire-resistive membrane, are installed in horizontal or upwardly inclined orientations to protected by approved fire-resistive materials, or resist sustained tension loads shall be performed in have been evaluated for resistance to fire exposure in accordance with recognized standards. accordance with ACI 318 D.9.2.4. • 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: 5.1 Hilti HIT-RE 500 SD adhesive anchors must be 5.14 Use of zinc-plated carbon steel anchors is limited to 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 5.2 The anchors must be installed in cracked and minimum coating weights for zinc-coated steel must uncracked normal-weight concrete having a specified comply with ASTM A153. 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 40 - special inspection for anchors installed in horizontal or dated February 2013, including but not limited to tests 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), BOLT OR STUD Tma, OR REBAER ALL-THREAD �T,a, HILT!HIS/HIS-R \it J,_-7 S \\ INTERNALLY i__ �� _ THREADED i I INSERT c • F 1I • • 1 . _ • d • • - Y'- •• • •h.., d he • ;" 1 h•1 • h • �-J. • • I. • r db,r THREADED ROD/REINFORCING BAR HIS AND HIS-R INSERTS FIGURE 1—INSTALLATION PARAMETERS ESR-2322 I Most Widely Accepted and Trusted Page 6 of 40 Cracked Concrete Un-cracked Concrete 4 + + Hammer Drilled Hammer Drilled Diamond Cored + + + + + + 4, + + Water Water Water Under Water Dry Saturated Dry Saturated Filled Water Dry Saturated WIN)m o o- (D) (INS) N) (INS) (WO ) �D) (WS) gym 4 + l 4 + 4 4 4 cDD Ows'Kws OD Ow;Kws (Dwf Kwr Clkwe'Kttw OD Ows'Kwas + + 4 4 4 4 + 4 4 + tk,cr tk,tmcr tk,uncr 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 Nsa. Vsa Table 7 Table 11 Table 15 Table 19 Table 23 Table 27 Table 31 Concrete NP^,N,b,Ns�,NCI),N^�, V o, Table 8 Table 12 Table 16 Table 20 Table 24 Table 28 Table 32 Vcbg, V^P, V0,9 hammer-drilled Table 9 Table 13 Table 17 Table 21 Table 25 Table 29 Table 33 holes Bondi Na,Nag 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 - TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS' Minimum Minimum Reduction specified Elongation, THREADED ROD SPECIFICATION specified yield strength f,,,,/fy, min. of Area, Specification for nuts6 ultimate 0.2 percent percents min. strength,f n offset, . percent ASTM A1932 Grade B7 psi 125,000 105,000 1.19 16 50 ASTM A194 5 21/2 in.(5 64 mm) (MPa) (862) (724) ASTM F568M3 Class 5.8 MPa 500 400 DIN 934(8-A2K) M5('/4 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 898-14 Class 5.8 1.25 22 - DIN 934(8-A2K) (psi) (72,500) (58,000) MPa 800 640 ISO 898-14 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 'Based 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 fu Elongation, of Area, 4 ultimate strength 0.2 'H'" min.percent min. Specification for nuts strength,f,,,, percent percent offset,fy, ASTM F5932 CW1 (316) psi 100,000 65,000 ASTM F594 1/4 to 5/e in. (MPa) (689) (448) 1 54 20 Alloy group 1,2 or 3 ASTM F5932 CW2(316) psi 85,000 45,000 ASTM F594 3/4 to 11/2 in. (MPa) (586) (310) 1 89 25 Alloy group 1,2,or 3 ISO 3506-13 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 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 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 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,,,, fy, Carbon Steel MPa 490 410 DIN EN 10277-3 11SMnPb30+c or DIN - 1561 and M8 to M10 561 9SMnPb28K (psi) (71,050) (59,450) Carbon Steel MPa 460 375 DIN EN 10277-3 11SMnPb30+c or DIN 1561 9SMnPb28K (psi)to /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 f,,,Jf,,, of Area, s SPECIFICATION ultimate 0.2 percent min. min. nuts strength f„„ offset fY, psi 120,000 92,000 SAE J4293 Grade 5 1 30 14 35 SAE J995 (MPa) (828) (634) psi 120,000 92,000 C,C3. ASTM A325°1/2 to 1-in. 1.30 14 35 A563 D,DH, DH3 Heavy (MPa) (828) (634) ASTM A1935 Grade B8M psi 110.000 95,000 ASTM F5947 (AISI 316)for use with 1.16 15 45 HIS-RN (MPa) (759) (655) Alloy Group 1,2 or 3 ASTM A1935 Grade B8T psi 125,000 100,000 ASTM F5947 (AISI 321)for use with 1 25 12 35 Alloy Group 1,2 or 3 HIS-RN (MPa) (862) (690) '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. 'Mechanical and Material Requirements for Externally Threaded Fasteners °Standard Specification for Structural Bolts,Steel,Heat Treated, 120/105 ksi Minimum Tensile Strength 'Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service 6Nuts must have specified minimum proof load stress equal to or greater than the specified minimum full-size tensile strength of the specified stud. 'Nuts for stainless steel studs must be of the same alloy group as the specified bolt,cap screw,or stud. TABLE 6—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS REINFORCING BAR SPECIFICATION Minimum specified ultimate Minimum specified yield strength,'014 _ strength,f,,, psi 90,000 60,000 ASTM A6151 Gr.60 (MPa) (620) (414) ASTM A6151 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-G30.188 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' Nominal rod diameter(in.) . DESIGN INFORMATION Symbol Units 310 1/2 54 3/4 718 1 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„ area (mm2) (50) (92) (146) (216) (298) (391) (625) lb 5,620 10,290 16,385 24,250 33,470 43,910 70,260 Al,,, Nominal strength as (kN) (25.0) (45.8) (72.9) (107.9) (148.9) (195.3) (312.5) governed by steel strength lb 2,810 6,175 9,830 14,550 20,085 26,345 42,155 6 vs. m (kN) (12.5) (27.5) (43.7) (64.7) (89.3) (117.2) (187.5) O Reduction for seismic oo shear ay..'° - 0.70 rn 03 p Strength reduction factor y 0 for tension2 4 - 0.65 Strength reduction factor 0.60 4 for shear2 lb 9,685 17,735 28,250 41,810 57,710 75,710 121,135 Nominal strength as N°° governed by steel (kN) (43.1) (78.9) (125.7) (188.0) (256.7) (336.8) (538.8) strength V„ lb 4,845 10,640 16,950 25,085 34,625 45,425 72,680 it- co (kN) (21.5) (47.3) (75.4) (111.6) (154.0) (202.1) (323.3) cn ^' Reduction for seismic shear `2" ° - 0.70 co co • Strength reduction factor 4 for tension2 0.75 Strength reduction factor 0.65 4 for shear2 lb 7,750 14,190 22,600 28,430 39,245 51,485 82,370 Nominal strength as N:° Fgoverned by steel (kN) (34.5) (63.1) (100.5) (126.5) (174.6) (229.0) (366.4) .) strength lb 3,875 8,515 13,560 17,060 23,545 30,890 49,425 V°° (kN) (17.2) (.37.9) (60.3) (75.9) (104.7) (137.4) (219.8) co Reduction for seismic ,,; shear ays., 0.70 w u, LL Strength reduction factor 2 4 for tension2 4 - 0.65 F co • Strength reduction factor 4 0.60 4 for shear2 For SI:1 inch a 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi '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 8—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT THREADED ROD' Nominal rod diameter(in.) DESIGN INFORMATION Symbol Units , , 8 , I8 1 /4 I /e /4 /3 1 1 1 11/4 Effectiveness factor for in-lb 17 cracked concrete k`° - (SI) (7.1) Effectiveness factor for in-lb 24 uncracked concrete k` '° (SI) (10) in. 17/8 21/2 3'/8 33/4 43/8 5 6'/4 Min.anchor spacing3 s,„;„ (mm) (48) (64) (79) (95) (111) (127) (159) in. 17/8 21/2 I 31/8 33/4 43/8 5 61/4 Min.edge distance3 c„„„ (mm) (48) (64) (79) (95) (111) (127) (159) in. her+11/4 Minimum member thickness h„„„ h,r+2do (mm) (her+30) Critical edge distance– splitting cK - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure 4 - 0.65 modes,Condition B2 Strength reduction factor for shear,concrete failure 4 - 0.70 modes,Condition B2 For SI:1 inch a 25.4 mm,1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 2 Values provided for post-installed anchors under Condition B without supplementary reinforcement as defined in ACI 318 Section D.4.3. 3For installations with 13/4-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'4 Nominal rod diameter(in.) DESIGN INFORMATION Symbol Units s , s - 3 7 1 la /2 /4 /4 18 1 1 /4 psi 1,090 1,075 1,045 1,000 920 850 730 rkcr (MPa) (7.5) (7.4) (7.2) (6.9) (6.3) (5.9) (5.0) Characteristic bond strength and minimum in. 23/8 23/4 31/8 31/2 3'/2 4 5 anchor embedment in he rt ,-,.,c cracked concrete (mm) (60) (70) (79) (89) (89) (102) (127) o' in. 71/2 10 121/2 15 171/2 20 25 ro 2 hem, (mm) (191) 254 ( ) (318) (381) (445) (508) (635) 2 Psi 2,285 2,235 2,140 2,065 2,000 1,945 1,860 arkuncr (MPa) (15.7) (15.4) (14.8) (14.3) (13.8) (13.4) (12.8) , Characteristic bond - strength and minimum in. 23/8 23/4 31/8 31/2 31/2 4 5 anchor embedment in ham""" uncracked concrete (mm) (60) (70) (79) (89) (89) (102) (127) in. 71/2 10 121/2 15 171/2 20 25 homer (mm) (191) (254) (318) (381) (445) (508) (635) Psi 445 430 380 345 315 295 260 rko (MPa) (3.1) (3.0) (2.6) (2.4) (2.2) (2.0) (1.8) Characteristic bond strength and minimum in. 23/8 23/4 31/e 31/2 31/2 4 5 anchor embedment in ham"°" m 2 (mm) (60) (70) (79) (89) (89) (102) (127) cracked concrete o) in. 71/2 10 121/2 15 171/2 20 25 d he.„,. (mm) (191) (254) (318) (381) (445) (508) (636) m Psi 790 770 740 715 690 670 645 `y rk.uncr n (MPa) (5.4) (5.3) (5.1) (4.9) (4.8) (4.6) (4.4) aEi Characteristic bond 3 , , I- strength and minimum in. 23/8 2/4 31/8 3/2 3/2 4 5 anchor embedment in harm;n 2 (mm) (60) (70) (79) (89) (89) (102) (127) uncracked concrete in. 71/2 10 121/2 15 171/2 20 25 horn., (mm) (191) (254) (318) (381) (445) (508) (636) Dry concrete ¢a 0.65 0.65 0.65 0.65 0.65 0.55 0.55 0.55 N C O ,0 Owa 0.55 0.55 0.45 0.45 0.45 0.45 0.45 Water-saturated O concrete c Kw, - 1.0 1.0 1.0 1.0 1.0 0.99 0.94 0 iii m + - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 c_ Water-filled hole 0 k-wT - 1.00 1.00 0.96 0.91 0.87 0.84 0.79 B , N - € Underwater (IL 0.45 0.45 0.45 0.45 0.45 0.45 0.45 a application k-,w - 0.95 0.94 0.94 0.93 0.92 0.92 0.91 For SI:1 inch 5 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi s fc s 4,500 psi.For the range 4,500 psi<t'°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 aN,.N4=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 12 of 40 TABLE 10-BOND STRENGTH DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A CORE DRILL'° DESIGN INFORMATION Symbol Units Nominal rod 'diameter(in.) ' is 112 is is /e 1 1 /, • psi 1,740 1,705 1,555 1,440 1,355 1,280 1,170 - rkurcr c (MPa) (12.0) (11.7) (10.7) (9.9) (9.4) (8.8) (8.1) P-,.., Characteristic bond 0� strength and minimum in. 2'/e 2'/� 3'/e 31/2 31/2 4 5 m¢ anchor embedment in nom""" (mm) (60) (70) (79) (89) (89) (102) (127) . uncracked concrete . m in. 71/2 10 121/2 15 171/2 20 25 F No.. (mm) (191) (254) (318) (381) (445) (508) (636) psi 600 590 535 495 470 440 405 rkurcr m (MPa) (4.1) (4.1) (3.7) (3.4) (3.2) (3.1) (2.8) Characteristic bond ,� strength and minimum in. 2'/e 2'/4 3'/e 31/2 31/2 4 5 E3 m anchor embedment in hv""' a uncracked concrete2 (mm) (60) (70) (79) (89) (89) (102) (127) - E in. 71/2 10 121/2 15 171/2 20 25 F hon. (mm) (191) (254) (318) (381) (445) (508) (636) • Dry concrete Sid - 0.65 0.65 0.55 0.55 0.55 0.45 0.45 c N ,0 0 c . N f. O 1"m v 4„., - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 r E Water-saturated a n. 8 concrete k,,., 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.88 For SI:1 inch 5 25.4 mm,1 lbf=4.448 N,1 psi=0.008897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 Ibf,1 MPa=145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 f 5 4,500 psi.For 4,500 psi<fc 5 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<fc 5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths are for sustained loads including dead and live loads.For load combinations consisting of short-term loads 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. Bond strength values applicable to Seismic Design Categories A and B only. • • ESR-2322 I Most Widely Accepted and Trusted Page 13 of 40 TABLE 11—STEEL DESIGN INFORMATION FOR METRIC THREADED ROD' Nominal rod diameter(mm) DESIGN INFORMATION Symbol Units - - 8 10 12 16 20 24 27 30 mm 8 10 12 16 20 24 27 30 Rod Outside Diameter d - (in.) (0.31) (0.39) (0.47) (0.63) (0.79) (0.94) (1.06) (1.18) Rod effective cross-sectional mm2 36.6 58 84.3 157 245 353 459 561 A„ area (in.2) (0.057) (0.090) (0.131) (0.243) (0.380) (0.547) (0.711) (0.870) kN 18.5 29.0 42.0 78.5 122.5 176.5 229.5 280.5 Nominal strength as Ns° 9 (Ib) (4,114) (6,519) (9,476) (17,647) (27,539) (39,679) (51,594) (63,059) governed by steel °° V D. strength kN 9.0 14.5 25.5 47.0 73.5 106.0 137.5 168.5 co (Ib) (2,057) (3,260) (5,685) (10,588) (16,523) (23,807) (30,956) (37,835) m o Reduction for seismic ao shear °'v^aa - 0.70 0) m O Strength reduction factor (L) 4 for tensionZ 4 - 0.65 Strength reduction factor 4 0 - for shear2 0.60 kN 29.5 46.5 67.5 125.5 196.0 282.5 367.0 449.0 Nominal strength as N. (Ib) (6,582) (10,431) (15,161) (28,236) (44,063) (63,486) (82,550) (100,89 governed by steel W strength kN 14.5 23.0 40.5 75.5 117.5 169.5 220.5 269.5 ui V,. a (Ib) (3,291) (5,216) (9,097) (16,942) (26,438) (38,092) (49,530) (60,537) CO O Reduction for seismic ay.. 0.70 0) shear rn m O Strength reduction factor d for tensionZ 0 - N 0.65 Strength reduction factor - 0 for shear2 0.60 kN 25.6 40.6 59.0 109.9 171.5 247.1 229.5 280.5 m Nominal strength as Nu (Ib) (5,760) (9,127) (13,266) (24,706) (38,555) (55,550) (51,594) (63,059) c governed by steel }g strength kN 12.8 20.3 35.4 65.9 102.9 148.3 137.7 168.3 co VW v (Ib) (2,880) (4,564) (7,960) (14,824) (23,133) (33,330) (30,956) (37,835) y Reduction for seismic 0.70 - m shear '° U Strength reduction factor 1(°, #for tension2 - 0.65 0 Strength reduction factor - ¢for shear2 0.60 For SI:1 inch a 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi '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. 3 A4-70 Stainless(M8-M24);A4-502 Stainless(M27-M30) ESR-2322 I Most Widely Accepted and Trusted Page 14 of 40 - TABLE 12—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT' - Nominal rod diameter(mm) DESIGN INFORMATION Symbol Units 8 10 12 16 20 24 27 30 Effectiveness factor for SI 7.1 cracked concrete k`° (in-lb) (17) Effectiveness factor for SI 10 untracked concrete k` "" (in-lb) (24) mm 40 50 60 80 100 120 135 150 Min anchor spacing' s,",,, (in.) (1.6) (2.0) (2.4) (3.2) (3.9) (4.7) (5 3) (5.9) mm 40 50 60 80 100 120 135 150 Min.edge distance' c,,,,,, (in.) (1.6) (2.0) (2.4) (3.2) (3.9) (4.7) (5.3) (5.9) mm h,,+30 Minimum member thickness h,"," ha,+2d, (in.) (har+11/4) Critical edge distance- splitting c40 - See Section 4.1.10 of this report. (for untracked concrete) Strength reduction factor for tension,concrete failure 0 - 0.65 modes,Condition B2 Strength reduction factor for shear,concrete failure ti - 0.70 modes,Condition B2 For SI: 1 inch 5 25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf, 1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 2Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 'For installations with 13/4 inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESR-2322 I Most Widely Accepted and Trusted Page 15 of 40 - TABLE 13-BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT'° - Nominal rod diameter(mm) DESIGN INFORMATION Symbol Units 8 10 12 16 20 24 27 30 MPa 75 7.5 7.5 7.2 6.5 6.0 55 5.5 rk of (psi) (1,092) (1,092) (1,092) (1,044) (972) (877) (831) (768) Characteristic bond strength and minimum mm 60 60 70 80 90 96 108 120 - anchor embedment in her '" a) cracked concrete (in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.8) (4.3) (4.7) c. mm 160 200 240 320 400 480 540 600 Co her me. ar (in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18.9) (21.4) (23.7) E T. MPa 15.5 15.5 15.5 15.0 14.0 13.5 13.5 13.0 rk uncr E (psi) (2,264) (2,264) (2,264) (2,142) (2,039) (1,974) (1,927) (1,880) a, Characteristic bond strength and minimum mm 60 60 70 80 90 96 108 120 anchor embedment in her""" (in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.8) (4.3) (4.7) uncracked concrete mm 160 200 240 320 400 480 540 600 herme, (in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18.9) (21.4) (23.7) MPa 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 rka (psi) (444) (444) (444) (379) (336) (303) (287) (268) Characteristic bond strength and minimum mm 60 60 70 80 90 96 108 120 anchor embedment in helm'" m cracked concrete' (m.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.8) (4.3) (4.7) 01 mm 160 200 240 320 400 480 540 600 c CO helm. m (in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18.9) (21.4) (23.7) MPa 5.5 5.5 5.5 5.0 5.0 4.5 4.5 4.5 rk.uncr ?( psi) (781) (781) (781) (739) (704) (681) (665) (649) - Characteristic bond strength and minimum mm 60 60 70 80 90 96 108 120 anchor embedment in harm'" (in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.8) (4.3) (4.7) uncracked concrete' mm 160 200 240 320 400 480 540 600 herme. (in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18.9) (21.4) (23.7) Dry concrete 4, - 0.65 0.65 0.65 0.65 0.65 0.55 0.55 0.55 N c 2 c Water-saturated rA., 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 o concrete c A„., - 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.95 0 Co m 0,,, - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 c Water-filled hole a' k , - 1.00 1.00 1.00 0.96 0.90 0.86 0.83 0.81 E .N - 0 E Q;N, - 0 45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 If) Underwater a application ,,,,v,, - 0.95 0.95 0.95 0.94 0.93 0.92 0.92 0.91 For SI: 1 inch 5 25.4 mm,1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches, 1 N=0.2248 lbf, 1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 f,54,500 psi.For the range 4,500 psi<f,5 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<Pc 5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 'Characteristic bond strengths 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. For structures assigned to Seismic Design Categories C,D,E or F,bond strength values must be multiplied by rrNso,s=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 16 of 40 _ TABLE 14-BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A CORE DRILL- Nominal rod diameter(mm) DESIGN INFORMATION Symbol Units - 8 10 12 16 20 24 27 30 MPa 12.0 12.0 12.0 10.5 9.5 9.0 8.5 8.5 Q1 rk.uncr Characteristic bond (Psi) (1,740) (1,740) (1,740) (1,553) (1,413) (1,310) (1,254) (1,197) E strength and minimum mm 60 60 70 80 90 96 108 120 T..¢ anchor embedment in harm'" (in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.8) (4.3) (4.7) a uncracked concrete • E mm 160 200 240 320 400 480 540 600 Fharm., (in.) (6.3) (7 9) (9.4) (12.6) (15.7) (18 9) (21.4) (23.7) MPa 4.0 4.0 4.0 3.5 3.5 3.0 3.0 3.0 mN rk uncr (psi) (601) (601) (601) (536) (488) (452) (433) (413) I2 Characteristic bond strength and minimum mm 60 60 70 80 90 96 108 120 22 m anchor embedment in harm," (in.) (2.4) (2.4) (2.8) (3.1) (3.5) (3.8) (4.3) (4.7) a uncracked concrete2 E mm 160 200 240 320 400 480 540 600 F-- harm.. (in.) (6.3) (7.9) (9.4) (12.6) (15.7) (18 9) (21.4) (23.7) Dry concrete Od - 0.65 0.65 0.65 0.55 0.55 0.55 0.45 0.45 N = N D O C a O `-'_°" 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 E ° Water-saturated n.5 N ° concrete n-„„ - 1.00 1.00 1.00 1.00 1.00 0.97 0.93 0.90 For SI: 1 inch 5 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 Ibf, 1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 fc 5 4,500 psi.For the range 4,500 psi<f,5 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<P 5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths are for sustained loads including dead and live loads.For short-term loads including 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. 'Bond strength values applicable to Seismic Design Categories A and B only ESR-2322 I Most Widely Accepted and Trusted Page 17 of 40 - TABLE 15-STEEL DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT HILTI HIS-N AND HIS-RN INSERTS' DESIGN INFORMATION Symbol Units Nominal bolt/cap screw diameter(in.) 1e /2 /8 3/4 in. 0.65 0.81 1 1.09 HIS insert O.D. d . (mm) (16.5) (20.5) (25.4) (27.6) HIS insert length I in 4.33 4.92 6.69 8.07 mm) (110) (125) (170) (205) Bolt effective cross-sectional A. (mm) 0.0775 0.1419 0.2260 0.3345 area (mm2) (50) (92) (146) (216) HIS insert effective cross- in.2 0.178 0.243 0.404 0.410 sectional area A, , z (mm) (115) (157) (260) (265) lb 9,690 17,740 28,250 41,815 Nominal strength as N. governed by steel (kN) (43.1) (78.9) (125.7) (186.0) strength-ASTM A193 lb 5,815 10,645 16,950 25,090 B73 bolt/cap screw V,. (kN) (25.9) (47.3) (75.4) (111.6) m Nominal strength as lb 12,650 16,195 26,925 27,360 2 governed by steel N. strength-HIS-N insert (kN) (56.3) (72.0) (119.8) (121.7) yReduction for seismic �� $ _ 0.70 shear Strength reduction factor - 0 for tension2 0 Strength reduction factor - 0 for shear2 0.60 Nominal strength as lb 8,525 15,610 24,860 36,795 governed by steel N. strength-ASTMA193 (kN) (37.9) (69.4) (110.6) (163.7) co Grade B8M SS bolt/cap Va. lb 5,115 9,365 14,915 22,075 2 screw (kN) (22.8) (41.7) (66.3) (98.2) m Nominal strength as lb 17,165 23,430 38,955 39,535 v governed by steel Ns. e strength-HIS-RN insert (kN) (76.3) (104.2) (173.3) (175.9) Reduction for seismic ay.: 0.70 - Q shear Strength reduction factor - 0 for tension2 0.65 Strength reduction factor - 0 for shear2 0 0.60 For SI:1 inch=25.4 mm,1 lbf=4.448 N,1 psi=0.006897MPa. 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 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 9.2,as set forth in ACI 318 D.4.3.Values correspond to a brittle steel element for the HIS insert. 3For the calculation of the design steel strength in tension and shear for the bolt or screw,the 0 factor for ductile steel failure according to ACI 318 D4.3 can be used. ESR-2322 I Most Widely Accepted and Trusted Page 18 of 40 - TABLE 16—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT HILTI HIS-N AND HIS-RN INSERTS' Nominal bolt/cap screw diameter(in.) . DESIGN INFORMATION Symbol Units 3/8 34/e /2 /8 /4 in. 43/8 5 63/4 81/8 Effective embedment depth he - (mm) (110) (125) (170) (205) Effectiveness factor for I' in-lb 17 cracked concrete ^C. (SI) (7.1) Effectiveness factor for in-lb 24 uncracked concrete k` (SI) (10) in. 31/4 4 5 51/2 Min.anchor spacing3 s,„;„ (mm) (83) (102) (127) (140) in. 31/4 4 5 51/2 Min.edge distance3 c„„„ (mm) (83) (102) (127) (140) in. 5.9 6.7 9.1 10.8 Minimum member thickness h„„„ (mm) (150) (170) (230) (270) Critical edge distance- splitting c4< - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure 4 - 0.85 modes,Condition B2 Strength reduction factor for shear,concrete failure 4 - 0.70 modes,Condition B2 For SI:1 inch=25.4 mm,1 Ibf=4.448 N,1 psi=0.006897MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 2 Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 3For installations with 13/4-inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESR-2322 I Most Widely Accepted and Trusted Page 19 of 40 - TABLE 17-BOND STRENGTH DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT HILT!HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT-4 - Nominal bolt/cap screw diameter(in.) DESIGN INFORMATION Symbol Units 3/8 3 18 '2 18 14 in. 4318 5 6314 81/8 - Effective embedment depth he, (mm) (110) (125) (170) (205) in. 0.65 0.81 1 1.09 HIS insert O.D. d - (mm) (16.5) (20.5) (25.4) (27.6) m Characteristic bond psi 1040 955 845 805 Q strength in cracked rwo `° m concrete (MPa) (7.2) (6.6) (5.8) (5.6) a, a, .. E Characteristic bond psi 2125 2030 1945 1910 r°--' strength in uncracked 4,44 concrete (MPa) (14.6) (14.0) (13.4) (13.2) a, Characteristic bond psi 375 330 290 280 77:0 strength in cracked rw, d o concrete (MPa) (2.6) (2.3) (2.0) (1.9) E a Characteristic bond psi 735 700 670 660 a) ` strength in uncracked r4,,,‘, F concrete2 (MPa) (5.1) (4.8) (4.6) (4.5) Dry concrete and - 0.65 0.65 0.55 0.55 q 0.45 0.45 0.45 0.45 v Water-saturated s c . o concrete c ti„, - 1.00 1.00 0.99 0.97 O is <a Ow - 0.45 0.45 0.45 0.45 c Water-filled hole a' 44,,, - 0.95 0.89 0.84 0.82 E (kW - 0.45 0.45 0.45 0.45 a, Underwater a application +r„„, - 0.93 0.93 0.92 0.92 For SI: 1 inch°25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psis f',5 4,500 psi.For the range 4,500 psi<r,s 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<r.5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths 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(Nse,s=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 20 of 40 TABLE 18-BOND STRENGTH DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT HILT!HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A CORE DRILL'° Nominal bolt/cap screw diameter(In.) DESIGN INFORMATION I Symbol Units , s le !x la 14 in. 43/8 5 63/4 81/8 Effective embedment depth her - (mm) (110) (125) (170) (205) in. 0.65 0.81 1 1.09 HIS insert O.D. d (mm) (16.5) (20.5) (25.4) (27.6) 3m psi 1,535 1,405 1,280 1,235 m< Characteristic bond ,o, strength in uncracked rw,,,a E m concrete F (MPa) (10.6) (9.7) (8.8) (8.5) d �„ psi 530 485 440 425 ;�m Characteristic bond a c strength in uncracked rk,,,,= E m concrete w (MPa) (3.7) (3.3) (3.1) (2.9) Dry concrete 44d - 0.55 0.55 0.45 0.45 N c w b o c °' co" 0.45 0.45 0.45 0.45 €H o Water-saturated ' a�c o concrete i K,ee - 1.00 1.00 0.95 0.92 For SI:1 inch 5 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi Bond strength values correspond to concrete compressive strength in the range 2,500 psi s P s 4,500 psi.For the range 4,500 psi<f',s 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<fc s 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths 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. 3Temperature 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. °Bond strength values applicable to Seismic Design Categories A and B only. ESR-2322 I Most Widely Accepted and Trusted Page 21 of 40 TABLE 19-STEEL DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS' Nominal bolt/cap screw diameter(mm) l DESIGN INFORMATION Symbol Units - 8 10 12 16 20 mm 12.5 16.5 20.5 25.4 27.6 HIS insert O.D. d (in.) (0.49) (0.65) (0.81) (1.00) (1.09) HIS insert length I mm 90 110 125 170 205 (in.) (3.54) (4.33) (4.92) (6.69) (8.07) Bolt effective cross-sectional mm2 36.6 58 84.3 157 245 A area � (in.2) (0.057) (0.090) (0.131) (0.243) (0.380) HIS insert effective cross- mm2 51.5 108 169.1 256.1 237.6 sectional area Ainsert (in.2) (0.080) (0.167) (0.262) (0.397) (0.368) kN 29.5 46.5 67.5 125.5 196.0 Nominal strength as Al. governed by steel (Ib) (6,582) (10,431) (15,161) (28,236) (44,063) strength-ISO 898-1 kN 17.5 28.0 40.5 75.5 117.5 Class 8.8 bolt/cap screw V. m (Ib) (3,949) (6,259) (9,097) (16,942) (26,438) a, Co co Nominal strength as kN 25.0 53.0 78.0 118.0 110.0 m governed by steel N. O strength-HIS-N insert (Ib) (5,669) (11,894) (17,488) (26,483) (24,573) at, Reduction for seismic co shear ay.,: - 0.70 0 to Strength reduction factor q for tension2 4 - 0.65 Strength reduction factor 4 ¢ - for shear2 0.60 Nominal strength as kN 25.5 40.5 59.0 110.0 171.5 governed by steel N'° strength-ISO 3506-1 (Ib) (5,760) (9,127) (13,266) (24,706) (38,555) c Class A4-70 Stainless kN 15.5 24.5 35.5 66.0 103.0 IS bolt/cap screw V� (Ib) (3,456) (5,476) (7,960) (14,824) (23,133) ° Nominal strength as kN 36.0 75.5 118.5 179.5 166.5 v governed by steel N. N strength-HIS-RN insert (Ib) (8,099) (16,991) (26,612) (40,300) (37,394) Co 0• Reduction for seismic �vs«e - 0.70 shear ai FA Strength reduction factor - 0.65 o 9 for tension2 co Strength reduction factor - q for shear2 0.60 For SI:1 inch=25.4 mm,1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Values provided for common rod material types 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. For use with the load combinations of ACI 318 9.2 as set forth in ACI 318 D.4.3.Values correspond to a brittle steel element. ESR-2322 I Most Widely Accepted and Trusted Page 22 of 40 - TABLE 20—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC HILT!HIS-N AND HIS-RN INSERTS' Nominal bolt/cap screw diameter(in.) DESIGN INFORMATION Symbol Units 8 10 12 16 20 - mm 90 110 125 170 205 Effective embedment depth he " (in.) (3.5) (4.3) (4.9) (6.7) (8.1) Effectiveness factor for SI 7.1 cracked concrete k`° (in-Ib) (17) Effectiveness factor for SI 10 uncracked concrete k`' (in-lb) (24) mm 63 83 102 127 140 Min.anchor spacing' s„„„ (in.) (2.5) (3.25) (4.0) (5.0) (5.5) mm 63 83 102 127 140 Min.edge distance' c„„„ (in.) (2.5) (3.25) (4.0) (5.0) (5.5) mm 120 150 170 230 270 Minimum member thickness h„„„ (in.) (4.7) (5.9) (6.7) (9.1) (10.6) Critical edge distance– splitting c,,, - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure q - 0.65 modes,Condition B2 Strength reduction factor for shear,concrete failure ,b - 0.70 modes,Condition B2 For SI:1 inch C 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 2Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 3For installations with 1'14-inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESP-2322 I Most Widely Accepted and Trusted Page 23 of 40 . TABLE 21-BOND STRENGTH DESIGN INFORMATION FOR METRIC HILT!HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT'' - Nominal bolt/cap screw diameter(in.) DESIGN INFORMATION Symbol Units 8 10 12 16 20 mm 90 110 125 170 205 - Effective embedment depth ho (in.) (3.5) (4.3) (4.9) (6.7) (8.1) mm 12.5 16.5 20.5 25.5 27.5 HIS insert O.D. d - (in.) (0.49) (0.65) (0.81) (1.00) (1.09) CD Characteristic bond MPa 7.5 7.0 6.5 6.0 5.5 7m strength in cracked rk -< concrete (psi) (1,080) (1,040) (957) (845) (806) E• c Characteristic bond MPa 15.5 14.5 14.0 13.5 13.0 a) ,,,� strength in uncracked rk , concrete (psi) (2,245) (2,124) (2,030) (1,946) (1,908) a Characteristic bond MPa 3.0 2.5 2.5 2.0 2.0 7' strength in cracked rk= `2 7, concrete' (psi) (433) (374) (330) (292) (278) • c Characteristic bond MPa 5.5 5.0 5.0 4.5 4.5 a, - strength in uncracked rk,,,, I- concrete' (psi) (775) (733) (701) (672) (659) Dry concrete ci, - 0.65 0.65 0.65 0.55 0.55 c - 0 ` � c Water-saturated "s 0.55 0.45 0.45 0.45 0.45 $ concrete c ',VS - 100 1.00 1.00 0.99 0.97 0 co To Or - 0.45 0.45 0.45 0.45 0.45 c Water-filled hole 0 ,.-,M - 1.00 0.95 0.89 0.84 0.82 'm E a°,. - 0.45 0.45 0.45 0.45 0.45 a, Underwater _ a application K-„„, - 0.94 0.93 0.93 0.92 0.92 For SI: 1 inch=25.4 mm, 1 lbf=4.448 N, 1 psi=0.006897 MPa For pound-inch units: 1 mm=0.03937 inches,1 N=0.2248 lbf, 1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi s f'c 5 4,500 psi.For the range 4,500 psi<f',5 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<f,5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 'Characteristic bond strengths 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 rrNsws=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 24 of 40 . TABLE 22-BOND STRENGTH DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A CORE DRILL" - Nominal bolt/cap screw diameter(in.) DESIGN INFORMATION Symbol Units 8 10 12 16 20 mm 90 110 125 170 205 - Effective embedment depth her (in.) (3.5) (4.3) (4.9) (6.7) (8.1) mm 12.5 16.5 20.5 25.5 27.5 HIS insert O.D. d - (in.) (0.49) (0.65) (0.81) (1.00) (1.09) a2 men Characteristic bond MPa 12.0 10.5 9.5 9.0 8.5 a 0, strength in uncracked rkv 0 ` concrete (psi) (1,712) (1,534) (1,403) (1,282) (1,235) 1- • a - MPa 4.0 3.5 3.5 3.0 3.0 m m Characteristic bond d oo strength in uncracked rkv Hm concrete' (psi) (591) (530) (484) (442) (426) Dry concrete 4a - 0.65 0.55 0.45 0.45 0.45 N c y n 0 c A"p °-' of,,.a - 0.55 0.45 0.45 0.45 0.45 € s Water-saturated a 8 concrete „a - 1.0 1.0 1.0 0.95 0.92 For SI:1 inch 5 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 Ibf,1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi s Pc 5 4,500 psi.For the range 4,500 psi<f,s 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<fc 5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 'Characteristic bond strengths 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. 'For structures assigned to Seismic Design Categories C,D,E or F,bond strength values must be multiplied by aa.eae=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 25 of 40 TABLE 23-STEEL DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT REINFORCING BARS' Bar size DESIGN INFORMATION Symbol Units - #3 #4 #5 #6 #7 #8 #9 #10 in. 3/8 1/2 5/8 314 7/8 1 1'/5 1'/, Nominal bar diameter d . (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8) Bar effective cross-sectional in.2 0.11 0.2 0.31 0.44 0.6 0.79 1.0 1.27 Asa area (mm2) (71) (129) (200) (284) (387) (510) (645) (819) lb 6,600 12,000 18,600 26,400 36,000 47,400 60,000 76,200 Nominal strength as Ns, 9 (kN) (29.4) (53.4) (82.7) (117.4) (160.1) (210.9) (266.9) (339.0) governed by steel o strength lb 3,960 7,200 11,160 15,840 21,600 28,440 36,000 45,720 ✓ V, (kN) (17.6) (32.0) (49.6) (70.5) (96.1) (128.5) (160.1) (203.4) mReduction for seismic 0.70 < shear ay.. 2 y Strength reduction factor 0 for tension2 0 0.65 Strength reduction factor - d for shear2 0 0.60 lb 9,900 18,000 27,900 39,600 54,000 71,100 90,000 114,300 Nominal strength as Ns" governed by steel (kN) (44.0) (80.1) (124.1) (176.2) (240.2) (316.3) (400.4) (508.5) o strength lb 5,940 10,800 16,740 23,760 32,400 42,660 54,000 68,580 Vs, CD (kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.1) 5 - - Reduction for seismic al/SOS 0.70 • shear co Strength reduction factor - 0 for tension2 ¢ 0.65 Strength reduction factor - td for shear2 0.60 For SI:1 inch=25.4 mm,1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 1 Values provided for common rod material types 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. For use with the load combinations of ACI 318 Section 9.2,as set forth in ACI 318 Section D.4.3. ESR-2322 I Most Widely Accepted and Trusted Page 26 of 40 TABLE 24—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT REINFORCING BARS Bar size DESIGN INFORMATION Symbol Units #3 I #4 #5 I #6 I #7 I #8 #9 I #10 Effectiveness factor for in-lb 17 cracked concrete k`° (SI) (7.1) Effectiveness factor for in-lb 24 uncracked concrete k`°"' (SI) (10) - In. 17/8 2'13 , 31/8 33/4 43/8 5 55/8 61/4 Min.bar spacing' s„„„ (mm) (48) (64) (79) (95) (111) (127) (143) (159) in. 1718 2'/2 3'/e 33/4 43/8 5 55/8 61/4 Min.edge distance' c„„„ (mm) (48) (64) (79) (95) (111) (127) (143) (159) in. h.,+11/4 Minimum member thickness hm„ h.,+2d0 (mm) (h.,+30) Critical edge distance- splitting c4c - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure 0 - 0.65 modes,Condition B2 Strength reduction factor for shear,concrete failure 0 - 0.70 modes,Condition B2 For SI:1 inch=25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. ?Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 'For installations with 13/4-inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESR-2322 I Most Widely Accepted and Trusted Page 27 of 40 . TABLE 25-BOND STRENGTH DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT' - Bar size DESIGN INFORMATION Symbol Units #3 #4 #5 #6 #7 #8 #9 #10 psi 1,090 1,075 1,045 1,000 915 855 800 730 rko Characteristic bond (MPa) (7.5) (7.4) (7.2) (6.9) (6.3) (5.9) (5.5) (5.0) strength and minimum in. 23/8 23/4 31/8 31/2 31/2 4 41/2 5 anchor embedment in he.„„" (mm) (60) (70) (79) (89) (89) (102) (114) (127) , cracked concrete rn in. 71/2 10 121/2 15 171/2 20 221/2 25 P2 hen er 112 (mm) (191) (254) (318) (381) (445) (508) (572) (635) 5 m psi 2,265 2,235 2,145 2,065 2,000 1,945 1,900 1,860 U) rk uncr (MPa) (15.6) (15.4) (14.8) (14.3) (13.8) (13.4) (13.1) (12.8) , Characteristic bond F strength and minimum in. 2318 23/4 31/8 3'/2 31/2 4 41/2 5 anchor embedment in h°`""" uncracked concrete (mm) (60) (70) (79) (89) (89) (102) (114) (127) in. 71/2 10 121/2 15 171/2 20 22'/2 25 he.mex (mm) (191) (254) (318) (381) (445) (508) (572) (635) psi 444 431 379 345 316 294 276 260 rkcr (MPa) (3.1) (3.0) (2.6) (2.4) (2.2) (2.0) (1.9) (1.8) Characteristic bond strength and minimum in. 23/8 23/4 31/e 31/2 31/2 4 41/2 5 anchor embedment in he'""" 00 (mm) (60) (70) (79) (89) (89) (102) (114) (127) cracked concrete? _ in. 7'/2 10 121/2 15 171/2 20 22'/2 25 N hetmex (mm) (191) (254) (318) (381) (445) (508) (572) (635) m psi 781 772 739 714 691 672 656 643 `y rk uncr n (MPa) (5.4) (5.3) (5.1) (4.9) (4.8) (4.6) (4.5) (4.4) aEi Characteristic bond 3 1 1 1 1 F strength and minimum in. 23/8 2/4 3/e 3/2 3/2 4 4/2 5 h anchor embedment in °r°" (mm) (60) (70) (79) (89) (89) (102) (114) (127) uncracked concrete in. 71/2 10 121/2 15 171/2 20 221/2 25 harmer (mm) (191) (254) (318) (381) (445) (508) (572) (635) Dry concrete rk, - 0.65 0.65 0.65 0.65 0.55 0.55 0.55 0.55 N C o E. 44 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45 c Water-saturated 8 concrete c a-„, - 1.00 1.00 1.00 1.00 1.00 0.99 0.97 0.94 0 CI °. .. 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 c_ Water-filled hole a' r„, 1.00 1.00 0.96 0.91 0.87 0.84 0.82 0.79 a N N E A„„ - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 a Underwater application A„„. - 0.95 0.94 0.94 0.93 0.92 0.92 0.92 0.91 For SI:1 inch a 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi s f'5 4,500 psi.For the range 4,500 psi<Y s 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<rc s 8,000 psi,tabulated . characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths 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. 3Temperature 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 aN..=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 28 of 40 . TABLE 26-BOND STRENGTH DESIGN INFORMATION FOR U.S.CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL''q - Bar size DESIGN INFORMATION Symbol Units - #3 #4 #5 #6 #7 #8 #9 #10 psi 1,740 1,705 1,555 1,440 1,355 1,280 1,225 1,170 re.��r (MPa) (12.0) (11.7) (10.7) (9.9) (9.4) (8.8) (8.4) (8.1) 2 Characteristic bond 2°, strength and minimum in. 2'/8 2'/4 31/8 31/2 31/2 4 41/2 5 m¢ anchor embedment in h~""" (mm) (60) (70) (79) (89) (89) (102) (114) (127) a uncracked concrete E in. 71/2 10 121/2 15 171/2 20 221/2 25 i- he,... (mm) (191) (254) (318) (381) (445) (508) (572) (635) psi 600 590 535 495 470 440 425 405 Crx.urcr m (MPa) (4.1) (4.1) (3.7) (3.4) (3.2) (3.1) (2.9) (2.8) N Characteristic bond ,m in.and minimum in. 23/e 2'/4 3'/8 3112 31/2 4 41/2 5 m m anchor embedment in h°r�" (mm) (60) (70) (79) (89) (89) (102) (114) (127) n uncracked concrete2 E in. 71/2 10 121/2 15 171/2 20 221/2 25 I home, (mm) (191) (254) (318) (381) (445) (508) (572) (635) Dry concrete d, - 0.65 0.65 0.55 0.55 0.55 0.45 0.45 0.45 N C N ,o o C a i= O `_° 0.65 0.55 0.55 0.55 0.45 0.45 0.45 0.45 €y c Water-saturated d" a.__ 8 concrete 8-,,, - 1.00 1.00 1.00 1.00 1.00 0.95 0.91 0.88 For SI:1 inch 5 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 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psis f"5 4,500 psi.For the range 4,500 psi<fc s 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent,For the range 6,500 psi<fo 5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths 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 Bond strength values applicable to Seismic Design Categories A and B only. ESR-2322 I Most Widely Accepted and Trusted Page 29 of 40 TABLE 27-STEEL DESIGN INFORMATION FOR EU METRIC REINFORCING BARS' Bar size DESIGN INFORMATION Symbol Units - 8 10 12 14 16 20 25 28 32 mm 8.0 10.0 12.0 14.0 16.0 20.0 25.0 28.0 32.0 Nominal bar diameter d . (in.) (0.315) (0.394) (0.472) (0.551) (0.630) (0.787) (0.984) (1.102) (1.260) Bar effective cross-sectional mm2 50.3 78.5 113.1 153.9 201.1 314.2 490.9 615.8 804.2 area A„ (in.2) (0.078) (0.122) (0.175) (0.239) (0.312) (0.487) (0.761) (0.954) (1.247) kN 27.5 43.0 62.0 84.5 110.5 173.0 270.0 338.5 442.5 N. (13,98 (19,03 (24,86 (38,84 (60,69 (76,13 (99,44 Nominal strength as (lb) (6,215) (9,711) 4) 4) 0) 4) 4) 5) 1) c, governed by steel kN 16.5 26.0 37.5 51.0 66.5 103.0 162.0 203.0 265.5 strength o V. (11,42 (14,91 (23,30 (36,41 (45,68 (59,66 v, (lb) (3,729) (5,827) (8,390) 0) 6) 7) 6) 1) 5) LI)in 00 Reduction for seismic 0.70 - co coo shear ay.. ✓ oStrength reduction factor - 0 for tension2 0.65 Strength reduction factor d 0 - for sheaf 0.60 For SI:1 inch a 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318-11 Eq.(D-2)and Eq. (D-29).Other material specifications are admissible.Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI 318 Section 9.2,as set forth in ACI 318 Section D.4.3. TABLE 28-CONCRETE BREAKOUT DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT' Bar size DESIGN INFORMATION Symbol Units 8 I 10 I 12 I 14 I 16 I 20 I 25 I 28 1 32 Effectiveness factor for SI 7.1 cracked concrete k`° (in-Ib) (17) Effectiveness factor for SI 10 uncracked concrete k`' "' (in-lb) (24) mm 40 50 60 70 80 100 125 140 160 Min.bar spacing3 s,„, (in.) (1.6) (2) (2.4) (2.8) (3.1) (3.9) (4.9) (5.5) (6.3) mm 40 50 60 70 80 100 125 140 160 Min.edge distance3 c„„„ (in.) (1.6) (2) (2.4) (2.8) (3.1) (3.9) (4.9) (5.5) (6.3) mm he+30 Minimum member thickness hm„ h„+2d, (in.) (he+11/4) Critical edge distance- splitting c„ See See Section 4.1.10 of this report. - (for uncracked concrete) Strength reduction factor for tension,concrete failure 0 - 0.65 modes,Condition B2 Strength reduction factor for - shear,concrete failure 0 - 0.70 modes,Condition B2 For SI:1 inch a 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 2 Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 3For installations with 13/4-inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESR-2322 I Most Widely Accepted and Trusted Page 30 of 40 - TABLE 29-BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT14 Bar size DESIGN INFORMATION Symbol Units - 8 10 12 14 16 20 25 28 32 MPa 7.5 7.5 7.5 7.5 7.0 6.5 6.0 5.5 5.0 rk a Characteristic bond (psi) (1,092) (1,092) (1,092) (1,068) (1,044) (972) (862) (806) (732) strength and minimum mm 60 60 70 75 80 90 100 112 128 ▪ anchor embedment in h.lmm • cracked concrete (in.) (2.36) (2.36) (2.76) (2.95) (3.15) (3.54) (3.94) (4.41) (5.04) c mm 160 200 240 280 320 400 500 560 640 I' helm.. m (in.) (6.3) (7.9) (9.4) (11.1) (12.6) (15.7) (19.8) (22.2) (25.3) 0 m MPa 15.5 15.5 15.5 15.0 15.0 14.0 13.5 13.0 13.0 d rkuna (psi) (2,264) (2,264) (2,264) (2,198) (2,142) (2,039) (1,955) (1,908) (1,862) H Characteristic bond strength and minimum mm 60 60 70 75 80 90 100 112 128 anchor embedment in h"""" uncracked concrete (rn.) (2.36) (2.36) (2.76) (2.95) (3.15) (154) (3.94) (4.41) (5.04) mm 160 200 240 280 320 400 500 560 640 helms. (in.) (6.3) (7.9) (9.4) (11.1) (12.6) (15.7) (19.8) (22.2) (25.3) MPa 3.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 rka (psi) (444) (444) (444) (410) (379) (336) (298) (278) (260) Characteristic bond strength and minimum mm 60 80 70 75 80 90 100 112 128 anchor embedment in h°r""" D cracked concrete2 (in.) (2.36) (2.36) (2.76) (2.95) (3.15) (3.54) (3.94) (4.41) (5.04) rn mm 160 200 240 280 320 400 500 560 640 c E helms+ (in.) (6.3) (7.9) (9.4) (11.1) (12.6) (15.7) (19.8) (22.2) (25.3) O MPa 5.5 5.5 5.5 5.0 5.0 5.0 4.5 4.5 4.5 T. a rk,a" a (psi) (781) (781) (781) (759) (739) (704) (675) (659) (643) E Characteristic bond mm 60 60 70 75 80 90 100 112 128 1- strength and minimum h.lm;" anchor embedment in (in.) (2.36) (2.36) (2.76) (2.95) (3.15) (3.54) (3.94) (4.41) (5.04) uncracked concrete mm 160 200 240 280 320 400 500 560 640 helms. (in.) (6.3) (7.9) (9.4) (11.1) (12.6) (15.7) (19.8) (22.2) (25.3) Dry concrete 4a - 0.65 0.65 0.65 0.65 0.65 0.55 0.55 0.55 0.55 0 c O -v 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45 Vc▪ Water-saturated 8 concrete c K„, - 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.94 0.94 0 c «°. 4.., - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 _c Water-filled hole ai KMl - 1.00 1.00 1.00 0.96 0.93 0.87 0.82 0.79 0.79 P N H E ¢a,,,. - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 m Underwater a application k;,. - 0.95 0.95 0.94 0.94 0.93 0.92 0.92 0.91 0.91 For SI:1 inch°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 s r,s 4,500 psi.For the range 4,500 psi<P,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. 2Characteristic bond strengths 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. 3Temperature 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 an,,,.;.=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 31 of 40 . TABLE 30-BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL'4 Bar size DESIGN INFORMATION Symbol Units - 8 10 12 14 16 20 25 28 32 MPa 12.0 12.0 12.0 11.5 10.5 9.5 9.0 8.5 8.0 P Characteristic bond rk..c I (psi) (1,740) (1,740) (1,740) (1,637) (1,553) (1,413) (1,291) (1,235) (1,169) strength and minimum mm 60 60 70 75 80 90 100 112 128 anchor embedment in h�'"" (in.) (2.36) (2.36) (2.76) (2.95) (3.15) (3.54) (3.94) (4.41) (5.04) a uncracked concrete 5 mm 160 200 240 280 320 400 500 560 640 cu r he... (in.) (6.3) (7.9) (9.4) (11.1) (12.6) (15.7) (19.8) (22.2) (25.3) MPa 4.0 4.0 4.0 4.0 3.5 3.5 3.0 3.0 3.0 Of Zk.uncr c (psi) (601) (601) (601) (565) (536) (488) (446) (426) (404) EI Characteristic bond • mm 60 60 70 75 80 90 100 112 128 3,1_ and minimum m m anchor embedment in hBr""" (in.) (2.36) (2.36) (2.76) (2.95) (3.15) 3 54) (3.94) (4.41 a uncracked concrete ) ( (4.41) (5.04) E mm 160 200 240 280 320 400 500 560 640 i-. h.(m.. (in.) (6.3) (7.9) (9.4) (11.1) (12.6) (15.7) (19.8) (22.2) (25.3) • N Dry concrete sid - 0.65 0.65 0.65 0.55 0.55 0.55 0.45 0.45 0.45 a O c - - N:r 0 m y v O. - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45 € c Water-saturated o- 8 concrete k:µ, - 1.0 1.0 1.0 1.0 1.0 1.0 0.92 0.88 0.88 For SI:1 inch 5 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psi s fc 5 4,500 psi.For the range 4,500 psi<f.5 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<f,5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 2Characteristic bond strengths 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. Bond strength values applicable to Seismic Design Categories A and B only. TABLE 31 STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS' Bar size DESIGN INFORMATION Symbol Units 10 M 15 M 20 M 25 M 30 M mm 11.3 16.0 19.5 25.2 29.9 Nominal bar diameter d (in.) (0.445) (0.630) (0.768) (0.992) (1.177) Bar effective cross-sectional mm2 100.3 201.1 298.6 498.8 702.2 As. area (in 2) (0.155) (0.312) (0.463) (0.773) (1.088) kN 54.0 108.5 161.5 270.0 380.0 Nominal strength as N" (Ib) (12,175) (24,408) (36,255) (60,548) (85,239) governed by steel strength kN 32.5 65.0 97.0 161.5 227.5 Vs. o (Ib) (7,305) (14,645) (21,753) (36,329) (51,144) cn O Reduction for seismic < shear ay..: - 0.70 - co 0 Strength reduction factor _ 4 for tension2 4 - 0.65 Strength reduction factor d q for shear2 0.60 For SI:1 inch a 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318-11 Eq.(D-2)and Eq. 0D-29).Other material specifications are admissible.Use nuts and washers appropriate for the rod strength. For use with the load combinations of ACI 318 Section 9.2,as set forth in ACI 318 Section D.4.3. ESR-2322 I Most Widely Accepted and Trusted Page 32 of 40 TABLE 32—CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT' • Bar size DESIGN INFORMATION Symbol Units 10M 15M 20M 25M 30M - Effectiveness factor for SI 7.1 cracked concrete k`° (in-lb) (17) Effectiveness factor for SI 10 uncracked concrete k`^° (in-lb) (24) mm 57 80 98 126 150 Min.bar spacing' sm,,, (in.) (2.2) (3.1) (3.8) (5.0) (5.9) mm 57 80 98 126 150 Min.edge distance' cm,4 (in.) (2.2) (3.1) (3.8) (5.0) (5 9) mm he+30 Minimum member thickness ha,, (in) (ha,+ 1'/4) ha,+2d0 Critical edge distance- splitting cac - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension,concrete failure 6 - 0.65 modes,Condition B2 Strength reduction factor for shear,concrete failure 6 - 0.70 modes,Condition B2 For SI:1 inch=25.4 mm,1 lbf=4.448 N, 1 psi=0.006897 MPa. For pound-inch units: 1 mm=0.03937 inches,1 N=0.2248 lbf, 1 MPa=145.0 psi 'Additional setting information is described in Figure 5,installation instructions. 'Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 'For installations with 13/4 inch edge distance refer to Section 4.1.10 for spacing and maximum torque requirements. ESR-2322 I Most Widely Accepted and Trusted Page 33 of 40 TABLE 33-BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT'" Bar size DESIGN INFORMATION Symbol Units - 10M 15M 20M 25M 30M - MPa 7.5 7.0 7.0 6.0 5.5 rko Characteristic bond (psi) (1,092) (1,044) (991) (852) (777) strength and minimum mm 60 80 90 101 120 a anchor embedment in h°r^N^ (in.) ( ) ( ) ( ) ( ) ( w cracked concrete in. (2.37) (3.15) (3.54) (3.97) (4.71) c' mm 226 320 390 504 598 m hutment 2 (in.) (9.0) (12.6) (15.4) (20.0) (23.6) 2 MPa 15.5 15.0 14.0 13.5 13.0 d rk,uncr (psi) (2,264) (2,142) (2,058) (1,955) (1,880) w Characteristic bond ▪ strength and minimum mm 60 80 90 101 120 h anchor embedment in °`""" uncracked concrete (in.) (2.37) (3.15) (3.54) (3.97) (4.71) mm 226 320 390 504 598 hetmax (in.) (9.0) (12.6) (15.4) (20.0) (23.6) MPa 3.0 2.5 2.5 2.0 2.0 rkv Characteristic bond (psi) (444) (379) (342) (294) (271) strength and minimum mm 60 80 90 101 120 anchor embedment in harm'" CO cracked concrete (in.) (2.37) (3.15) (3.54) (3.97) (4.71) o) mm 226 320 390 504 598 c N hetmax (in.) (9.0) (12.6) (15.4) (20.0) (23.6) CD m MPa 5.5 5.0 5.0 4.5 4.5 `y rkuntr n (psi) (781) (739) (710) (675) (649) E Characteristic bond F strength and minimum mm anchor embedment in 60 80 90 101 120 ham'" (in.) (2.37) (3.15) (3.54) (3.97) (4.71) uncracked concrete2 mm 226 320 390 504 598 hetmax (in.) (9.0) (12.6) (15.4) (20.0) (23.6) Dry concrete AI - 0.65 0.65 0.65 0.55 0.55 a c o 0.55 0.45 0.45 0.45 0.45 • Water-saturated O concrete c r� - 1.0 1.0 1.0 1.0 0.96 0 iii To 4w+ - 0.45 0.45 0.45 0.45 0.45 c Water-filled hole °7 lea - 1.00 0.96 0.91 0.85 0.81 a N N €• Underwater 046w - 0.45 0.45 0.45 0.45 0.45 o- application &u., - 0.95 0.94 0.93 0.92 0.92 For SI:1 inch 5 25.4 mm,1 lbf=4.448 N,1 psi=0.006897 MPa. For pound-inch units:1 mm=0.03937 inches,1 N=0.2248 lbf,1 MPa=145.0 psi 'Bond strength values correspond to concrete compressive strength in the range 2,500 psis f'5 4,500 psi.For the range 4,500 psi<f°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 Characteristic bond strengths 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. For structures assigned to Seismic Design Categories C,D,E or F,bond strength values must be multiplied by aki,,.;e=0.65. ESR-2322 I Most Widely Accepted and Trusted Page 34 of 40 TABLE 34-BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL' Bar size DESIGN INFORMATION Symbol Units 10M 15M 20M 25M 30M a MPa 12.0 10.5 100 9.0 8.5 (psi) (1,740(P ) (1553) (1,431) (1,291) (1,197) m Characteristic bond 92 mm 60 80 90 101 120 ,,., strength and minimum a anchor embedment in harm'" (in.) (2.37) (3.15) (3.54) (3.97) (4.71) a uncracked concrete a6i mm 226 320 390 504 598 1- harms= (in.) (9.0) (12.6) (15.4) (20.0) (23.6) MPa 4.0 3.5 3.5 3.0 3.0 Q) rk.uncr c (psi) (601) (536) (494) (446) (413) a Characteristic bond strength and minimum mm 60 80 90 101 120 h E CO anchor embedment in a'm'" (in.) (2.37) (3.15) (3.54) (3.97) (4.71) L uncracked concrete E mm 226 320 390 504 598 a) 1- helms~ (in.) (9.0) (12.6) (15.4) (20.0) (23.6) Dry concrete Od - 0.65 0.55 0.55 0.45 0.45 C y a O C . 0 04„, - 0.55 0.45 0.45 0.45 0.45 E ° o Water-saturated - __ , a C 0 concrete ),,s - 1.00 1.00 1.00 0.96 0.90 For SI: 1 inch 5 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 Ibf,1 MPa=145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 f,5 4,500 psi.For the range 4,500 psi<f',5 6,500 psi,tabulated characteristic bond strengths may be increased by 6 percent.For the range 6,500 psi<f'5 8,000 psi,tabulated characteristic bond strengths may be increased by 10 percent. 'Characteristic bond strengths 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 Bond strength values applicable to Seismic Design Categories A and B only. ` 4.Si.., IIMIIMMMIIIIIIIIIIIII FIGURE 3-HILTI HIT-RE 500-SD ANCHORING SYSTEM&STEEL ELEMENTS. ESR-2322 I Most Widely Accepted and Trusted Page 35 of 40 Specifications/Assumptions: • CRAIN ASTM A193 Grade 87 threaded rod Normal weight concrete,f'=4,000 psi A I N -7 A Seismic Design Category(SDC)8 1/2-IN A193 B7 A,,,, No supplementary reinforcing in accordance with ALL-THREAD T A,k Ca.Nn ACI 318-11 D.1 will be provided. one ,---- -' Assume maximum short term(diurnal)base - -i /IN\ material temperature<110'F. `J Assume maximum long term base material . 4 I 1 • , temperature<80'F. d . i Nw s Assume installation in dry concrete and hammer- h,1 i -•• drilled holes. alt Assume concrete will remain uncracked for e h i .0% • service life of anchorage. , `4' Dimensional Parameters: db,*-y` --- ---- CoN, he =9.0 in. i s =4.0in. ca=., =2.5 in. cur cwain h =12.0 in. d =1/2 in. A-A Calculation in accordance with AC!318-11 Appendix D and this report AC!318 Code Ref. Report Ref. Step 1.Check minimum edge distance,anchor spacing and member thickness: c„,„=2.5in. <c,,„,„=2.5in. .:OK s„,„=2.5 in.s s=4.0 in. .:OK - Table 8 h.„=he+1.25 in.=9.0+1.25=10.25 in.5 h=12.0 .: OK Table 9 he.n 5 her 5 h.,„,,, =2.75 in.5 9 in. 5 10 in. . OK Step 2.Check steel strength in tension: Single Anchor: N.=A.•f„.= 0.1419 in2.125,000 psi=17,738 lb. Anchor Group: 0 N.=4•n•A.•f,,,=0.75•2•17,738 lb.=26,606 lb. D.5.1.2 Table 2 ,. Eq.(D-2) Table 7 Or using Table 7: d N,,=0.75•2•17,735 lb.=26,603 lb. Step 3.Check concrete breakout strength in tension: A D.5.2.1 Ncbg= co•Wec,N•Wed,N•Wc,N'Wcp,N.Nb Eq.(0-4) A,,,„=(3•he,+s)(1.5•her+ca„,;,)=(3.9+4)(13.5+2.5)=496in2 - - A,,,,,=9•h.,2=729 in2 D.5.2.1 and Eq.(0.5) - WK,N=1.0 no eccentricity of tension load with respect to tension-loaded anchors D.5.2.4 - Wed,N=0.7+0.3• ce'"n =0.7+0.3• 2'5 =0.76 0.5.2.5 and Eq.(D-10) - 1.5he 1.5.9 Wc,N=1.0 uncracked concrete assumed(k0,,,,,,=24) D.5.2.6 Table 8 Determine c,,: From Table 9: r,,,„=2,235 psi runcr =kc,uncr / er•f c = 24 V9.0.4,000-2,899 psi>2,235 psi.:use 2,235 psi - Section 4.1.10 �r•d V h x•0.5 Table 9 ba 0.4 C -h r 3.1-0.7. h _9 2,235 3.1-0.712 = 25.4 in. una ac- er' 1,160 he7 1,160 9 Forc,„;,<c.� WAN = maxlcamin1.5•herl maxl2.5;1.5 9I-0.53 D.5.2.7 and Eq.(D-12) - C,c 25.4 Nb =kc,uncr•A.• f7c •hef1.5 =24.1.0. 4,000.91 5=40,983 lb. D.5.2.2 and Eq.(D-6) Table 8 Ncbg = 729.1.0.0.76.1.0.0.53.40,983=11,232 lb. - - • 4N[bg=0.65.11,232=7,301 lb. 0.4.3(c) Table 8 FIGURE 4-SAMPLE CALCULATION ESR-2322 I Most Widely Accepted and Trusted Page 36 of 40 Step 4.Check bond strength in tension: D.5.5.1 ANa - Nag= 'Wec,Na'Wed,Na'Wcp,Na'Nba Eq.(D-19) ANaO • ANa=(2CNe+`S)(CNe+cemm) cN•= 10da,1 r°"-° =10 0.5 2,235 =7.13 in. D.5.5.1 Table 9 YYY 1,100 1,100 Eq.(0-21) ANe=(2.7.13+4)(7.13+2.5)=175.8 In2 AN.o=(2CNa)2=(2•7.13)2=203.3 in2 D.5.5.1 and Eq.(0-20) - 1.0 no eccentricity-loading is concentric D.5.5.3 - Wed,Na= 0.7+0.3•Ca="""CNa ) .- 0.7+0.3.=15 3 0.8= 1 D5.5.4 - 7. max Ica,min;cNa I -max 12.5;7.131 =0.28 Wcp,Na D.5.5.5 - Cac 25.4 Nb.=A.•r„,•It•d•fly=1.0.2,235•Zr•0.5.9.0=31,5971b. D.5.5.2 and Eq.(D-22) Table 9 175.8 6,1971b. Nay = -1.0 0.81-0.28 31,597= - 203.3 ¢Neg=0.65.6,197=4,028 lb. D.4.3(c) Table 9 Step 5. Determine controlling strength: Steel Strength #N.== 26,603 lb. D.4.1 - Concrete Breakout Strength ¢l = 7,301 lb. Bond Strength ON,= 4,028 lb. CONTROLS FIGURE 4-SAMPLE CALCULATION(Continued) ESR-2322 I Most Widely Accepted and Trusted Page 37 of 40 • 1■■11`T1 Hilt. • a�4•aaYOIWOMr M••r lean Ir••• HIT-RE 500-SD rrrrrrKIre mid r moll rMOW omit Wm IMO Car a.a••••a laas•r••aa...pm •Can••• Cali.p ea. 1•ir Y.NOM 001•110 er•R 4Yrd•al Can.R pt•••L boor aa•• Car bowl UNION•• •r•r ••r•••••Y••■ •• a••• Instructions for use en wrIN h••.•••r lob sr•bo a•••••■•■••■• e+erwwad • •••••••••••••••••r ••re' a""'e"m/•••'° Mode d'emploi it In tel r••• rq•atils Y YrI••WWI••••••Mop. 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I; 1's6. 1110_- .1 41 HI w • I , ESR-2322 I Most Widely Accepted and Trusted Page 39 of 40 NY I HIT-RE 500-SD Hilti HIT-RE 500-S0 * .1 �(�--. a! qy—�T,' s,:- mss-• HAS HIS Reba 207-HB HI1-9LR' HIT•CL 1 �w1.f 3vHVOfA6A6.�1i �o� .._ 14�Y w e� ! f+e ,107:4 d�N 01 6LwwI 1 1"Teti OIl i i nw'�ii 750 M,r so. 1T 6t Merl � � :,"7'7111::'://': � 1 02 10 e u 74654 72 335672 72 37 715• xt� 7-/ ` 14 12 9 m 14 33510 14 325023 14 271710 . r�/j.;', M 12 to 334550 1e 335024 16 371777 Y 15 10 14 11 23163+ 16 315026 79 211 779 20 10 20 334562 20 335020 20 371770 a 12 79 22 370174 22 360674 30 37174 24 20 24 360010 24 300023 20 371770 �� i x 20 26 261663 26 331027 2a 371720 a 24 16 20 300010 20 3000714 25 371720 lb 40 n 30 380020 30 300026 25 271720 11 20 25 32 3X554 32 315020 32 371721 35 90 28 35 380021 36 380026 32 371721 4 32 40 362200 40 300007 32 371727 .Ye 0(4x3.L' ys in4 34 I 7110• 273x67 '''.0. 1) 03 112° 273204 1/3' 274012 1/3' 30037 f- .\ 0216 1/3 10Y Y/e• 27505 Wlr 274020 Y'le• 26238 horn la 51 44 5/1' 273207 545' 274021 1011' 36730 520.4.4. 11/16 376 111 V 273200 11,10° 274072 11/10' 36330 ailw 3/4 51 15115 34' 271210 3/4' 274021 3/4' 31240 7A1 3/4 in 1e no. 273211 74' 274024 7* 30241 I.y 1 719 07120 1 273212 1' 274025 1' 36242 �y/r/,,SS M► 1 44 1 318 10 1,A2 273214 1 1X 274076 1' 36242 01009.1 . .17/4 314 25Y 111 2/3214 11/4' 274007 r 33242 /, �1� _ -- l t 3* I1/4 10 7 Ye• 273217 1 W 274@8 1 13* 3614 % 1 `5 Illo ,414 ,n013017 1 1'2' 273215 7 712 274020 1 3/e. 302431 DN bits mull conform 11 ANSI 8212.1994 las retches de forage&Onerd 44re co74omen 1 ANSI 8212-1994. IN 7 e6/• Bram&61n rumple con el estOndar 10151 0212-1994. 112.4 wK•W1w11w111a Noma 2011wwmwr ON •b Wria11r11.16U1..dense~en waft 114611441211 11V 1m am 8.2129579012.20.Immo.r 997•611./1. r Z ,9 ®y,p•rani r j / v d.6btrd,: �,""" a h::" f, ill Vir/A1 (t ` /�1� N/1 1 I twork I tgel tcure,full 4`) 5-C 41F 0 21/7h 18h 72h 10`C 50F 0 2h 12 h 48 h I• i 15'C 59F 0 1'l2h 8h 24 h 20'C 68"F 0 30 min 6 h 12 h 30°C 86`F 0 20 min 4 h 8 h 40'C -1041: 0 12 min 2 h 4 h •UN N.15 10 2050440.47145.•r■mu •W 1112300.wow 00 maw r err 541 Y mamma 1■97010, . •__ 9_• _.4404 r FIGURE 5—INSTALLATION INSTRUCTIONS(Continued) v ESR-2322 I Most Widely Accepted and Trusted Page 40 of 40 HiRi HIT-RE 500-SD Hifti HIT-RE 500-SD - Setting Details of MU NR-RE 500-50 with threaded rod Setting Details of Hull Hli-RE 500.50 with Mntoroemetd bars A ///////// d1 d d % f'---- / • am keel 143:1"(Table 2:HAS Table 0 ao min^-'m Twm •0 .. 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Imc111 _ 1.1.51 p1cn1 133 3,4 a 320 3• _ E I 1 011-280 1 . tar 303 11Q 120•S•e Setting Details at HIM HIT-RE 500-50 with HIS-N and HIS-RN Inserts 11 dad //// /// //// // i,,\:,_ p.r .ortirie;N: id Table 1 HIS-(R)N e 41 no T1•a1 4 I h_I., L4na1.I�1_Iral I.cM I7••I I5401. IAA F71 i•a11 I I�1 6r 0.3 11M 4y ` 110 1• i 20 Zn$2 far 1 AO 10 •7' 10 I S I 125 72 41 010 6 11 • -- 40 - - 14 �y •1 • e,e no •oc u0 ,r4 •ow ■ 2412 1 11,4 Ioon1 t Io••l 1 loto,l on to II j WO rim '4 1.0 20 '2 1 'S0 _ 312 a I M6 w k I 12• X15 25 110 90 10 i 270 Na a i 206 1a a 1 AO o. FIGURE 5—INSTALLATION INSTRUCTIONS(Continued) Submittal Response # 1 Nckk CleanVVater Services 5D2 - 6471 Cogeneration and Brown Grease CIP Program Our commitment is cleat. Printed 04/17/2014, Page 1 of 1 Subject: CH2M Hill Design Response to Submittal# 119.2 Submitted : 04/16/2014 Created By: CH2M Hill Design, Luke Scoggins Type: Official Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Document: Deferred Submittal Response Status: Comment: 1.This submittal has been reviewed for compliance with the 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. I eadoc