Loading...
Plans (7) RECy AUG 27 2,' , a B � ITy ®F TIQA bin Structural Calculations LtH' DIVISKS For Clean Water Service Durham Waste Water Treatment Plant g Crystallizer Installation 1 These calculations were performed by Katie Forrest Under the direct supervision of Alex Firth, S.E., P.E. SPFtIAL } ' ' - ; rise concerning these calculations, State of Oregon Structural Specialty Cause ontact the above at ❑ Concrete and Reinforcing Steel tif Boots Installed In Concrete L HILL 2300 VW Walnut Blvd. ��� � �� ❑ Special Moment- Resisting Concrete Frame : g PRo,e 4 O Reinforcing Steel & Prestressing Steel Tendoniorvallis, OR 97330 ��Gt N � D , jiff Structural! Welding 541- 768 -3548 15,9 r'P 1 1 ❑ High- Strength Bolting or _ • - Eo ❑ Structural ,,: - aonry alex firth @ch2in.com '40'2 O Roinforced Glum Co ugust 2008 L. F `M 1 ..F • ktadatir Concrete 410 °F.ABWAL DATE: 12 - 13 Applied Firo-ReeletIve gate 1.1 . 43 Piiin e, Drill NM arcet Calm= D Shotcrete ® Spec - sal Grading, Excavation and Filling ❑ Smok ' _n.,ral f 7 Other • Durham Waste Water Treatment Plant Crystallizer Installation Durham, Oregon Crystallizer Installation STRUCTURAL CALCULATIONS Calculations were prepared by Katie Forrest Under the direct supervision of Alex Firth, S.E., P.E. Calculations Checked by August 2008 Design Criteria 1 Load Criteria 3 Equipment Platform 7 Slab Capacity.. 22 Beam Capacity.. 27 • Design Criteria r Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92363 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.225 (Ss, Site Class B) 1.0 0.135 (S1, Site Class B) Period Maximum Sa (sec) (g) 0.2 0.434 (Ss, Site Class B) 1.0 0.205 (S1, Site Class B) Period Minimum Sa (sec) (g) 0.2 0.204 (Ss, Site Class B) 1.0 0.131 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92363 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.6 ,Fv = 2.262 Period Sa (sec) (g) 0.2 0.360 (SMs, Site Class D) 1.0 0.304 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92363 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.6 ,Fv = 2.262 1 GI IVU VG (sec) (g) 0.2 0.240 (SDs, Site Class D) ' ''' 1.0 0.203 (SD1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92363 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.6 ,Fv = 2.262 Period Sa (sec) (g) 0.2 0.360 (SMs, Site Class D) 1.0 0.304 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92363 SDs = 213 x SMs and SD1 = 213 x SM1 Site Class D - Fa = 1.6 ,Fv = 2.262 Period Sa (sec) (g) 0.2 0.240 (SDs, Site Class D) slo, ° 2- `'' " 1.0 0.203 (SDI, Site Class D) ` Load Criteria � . • . ° ^ . • ' ...% ^ -� ����~~ � / • ` I Cl = y _---_ � y~ ! | -- ' | |} � ln || � G 4. -::- | -^ ^ / � _ _ _ _ ~ _ - /-� r . . | i:1 - | .; � |i / \ s) r � \ | i|| � / | :' '� } • \. � !} ! = �� 1 .--- -- | | ` ~~' ' � __ n—�~���' / ' ='' ^ '~ RD" _/ �� � __— -- �� .L..:: � `-` .600/m , , LC 800 u� / `_-� ` ~ , =`~~ � °= 4,550 � ( � p» � 0, � o 6 e m� f ^m� _ ~~~~ ..- -' �/r�eu ] '~- ' — �^ . ' 0 _ PLAN VIEW ~~ � C UPPER LEVEL 01-D7 -2005 ' PLANS NOT FOR onwsTRunnow IED:i TH �0 FLOOR �� ~? SCALE I / 8 " = 1 ' - 0^ 1 ' _ ■ __ 1 , 0 Y r . TCDY ' NEDITC , C SINN: DOR IXTDNS • i C VW, I 1 I 1 I i � 1 I i I /-( Y. D 1 Di I ' b 5 ac � ru Pu w, TIP ) ` .Nc .� "�. T. 67 aeamES�oR 3 ,7 5 r5 =,] COND411•DD WALL s1 s 111k1 • - ... - . ROOD SEE STf uRUUt/ PINE <?--":' e.... i ' fill I.XSTNC 0 . r' 1 i : III ` s �Netli nYnnY 800 (bs _ � "1 mw •■ GTDO ) I I �� ����� 0 l \ TED 3,00l bs Jcryo NaoH ;Boas; I /\, ���.._ / NA11 1YNM FS ��I SO' � < �E I uNrt o rbs . 1 � • OCCIE ry r � I / ■ i 4-ooa ,ss (or < , \ I _ i 3o j p9q CJt : j �7 J nu oPETYNGS: s¢ nu oro+wcS, r nulw�a FWD snlrown ►J.l t 0 NMI II r P 0A1! PLAN VIEW f s ha l. LEVEL I 0 1- 07 -2OD :i Y PLANS NOT FOR CONSTRUCTIO SECOND FLOOR j cu.rr O SCALE 1 j B "= 1' —Cr' 2 I, 4 !' • •I , • .1- _- ___,1- - ° - --. • ___ _E_ • E ` - - - 1 " ' - .-1 ' DESIGN CONDITIONS - 11 v2 1 P .- .i50 u•a7 54751 7 25 2242 3 Stw POR _ ___.___ NOTES; Ye 1 r 150 N•,o. 20151 :05 204E 2 VEIT PORE - C} ... Sv.t R E AiPATE2 a PGiF� 1D Ao. w. I. CA4 117315CA C.0dr4 weM2,. a Strolls Crystal. 21 r 150 ur.as ails 105 20 - 1 NEW PORT - 1 ' 1.. -.. -. 2. - 1].1Nr. M GMt G SC - 1.2 51•54 1' 150 9•' 1.315 'OS 02/122]11•C2401 2 W211.13 1 1 • - 1. IWrA D.7 HILT 10 STA/COLE MM. 22( A 2E100l . Pr•••,✓. , mtl non. Y Mot. »n flooded P ]S.10 1 650 1,Y-s• 1.315 105 1'A[SS7 A61AAa1R 4 N'n16VS�1 4. 45 tIIOQS OE 1/37111 E IW( SKI (2 9RI !0.315 t101. 3/2 1J 7• 110 1.-04 2. 020 135 LOU 141AWM - • 1 I - 3. *71104 11,10112 POi..Ort OLIO FINIS( 95.5 BC MOM= ►tTl A Y TPf a1tlmD DMA ® IIMMatITIIIIIII - .AI A 1.1 rA �� 6 r 150 7.-... 5•A] •O5 41-5.,5510. ILO 5 1 1 /!'W� SS. E4 r 150 ....=.. Ito. 'OS A1111M�11110 4 I- ' 1 J i. kl NC2IIB 1 0 ( 2 , 0T tl11L411. R.R T NOII StOCI 1CT000 � 1:� ATTACI• VENDOR 7, 75117 ANL E EA.m, WAWA MO Al wee= 2.9214. ERIK 5)0,100. ' N uKrUsTC Mini a AL N7an yr ctw 412 �.' 1 I x'. S.S. ANCis --.L, 1 • P. wort: •n1[ [2 C 7550 w-as J.L'0 'C$ 1iLfA,lTpt lEO +2 _ • In MANTOa EY 1711136 p;'!'"i7!r!7' 01 , •/•' 130 urart '[S AWY2T, 022(712 2 - 1 � 1 x • ] ( TIWI 11. WTOML 161K1101@ DM V - 12 . S PLIN a=IC W EWL O& IDQ ' '� C i• 150 1wtiv1 6./25 '�03 OA1M C1W1 I O fr 11 M-AT 152 AL OP SIDS - ]•PA 7 0 10' ISO or at 1025 7503 orilli2 OMIT _ 0 ; ATTACt NOR/32 I • • 14. 10 MOO 212 ream W .. T••1 rw - 1 0 •1' . 15o ,r. 0 12.25 105 NAM. 11117 - .l rYLEAAiC WITH 11 MCC 11.3E 9Ml16 f7 0616 SA'.,I.E 110E 4V RV MO �F1O wild Load. • 1 210 I SCE DTRO/.S ME AID% 2 / SS1NL•' 200006,: >._ A SS. RNETS -� 5.�me 1.3.3.3 SOTA.� 705 LOUTON 1 IP51 1 S.C. 21R Q0. sat I .3x55 TION 1 MISCELLANEOUS 40221150407.E 1 1 - DESGN & FABRICATION NONE IJ 3 - - -- R .I42 A. .i.* N A ER w 11 9200 . 1r 1 C. • ©A IQ' •� ..,,. .__._ .._ _ OuMemr sp.e ___ M•..0 t TU m• MUFF' ATE DFTAIL _/ 2 ' 12.4. c j. •1 Fj 211 -- I •. I >3 -- - 1 / 1. x - i! I 1 5, ur 2: CM /015ILTw.... - - .` 2; 125 _ - €11.3: - -- ---- .. -- - -- -' -= - -T- -` .. • , . . aY_ tom:• .. 11.)2_ O , . � ' I rl•J _ __ ^ -! / �^ y lU TdY ar 1.57:' I. Y 1 110 ) �' / ` ~„' / ` \`` � yl. '`` `7 u 5 la -'-`•• I I ]] 1 X34• i '�- 3'w1 I } , .. 147 r � ' ` • • I a . I I 1 I �1K ID1. 1 1 I I / r • L % I-OLY 7501.3E WO - . V7 ) � I 1 T1M'JL .INI.[X C I X .. - - 1 , I. r 1 S te' ` `` ` 1 2F - r I - 1 1 A / , 0 ) 1 I r, 7' / , 3� ^i 1 ........--"'t- 1 r 1 -- I I ' ; ._1 I � 1 � 2 / �� . _\ r ` •" 1 1 1 1 1 1 - - -- 1 I B �21T >, -i , -� ,- \ 7.i - - J ' L - L J I S` I I=� I D " � " �' �� \ ,"1,,,. � ' 2-: -2. ; r ' 1 O •x [' I 1 75_1 - 1 / � �. r 117 ` 5 . '1` / ---71'-;,) ' ' / ' 1 \ '` i e • GFNFOAL ARPANGFMF V Y? 1 // 1 ._. - lA6'. 54 1 / ';',4.1/ i _ - - t5 1 ± ^�1zs' I , ..... .35-04_ slm. VIM= r I) 7 .• •�, 1 1R . ' ' � , I Y p,'Ia .3x75.3 ma , _ . - - -- 1 I g ;� ' , ' , o2lelw T10 V. - - - � ` i J ' A• _O 165:79. UL __ - CDC) i � - = -'r= 21P 21P 2 /�. --- "L�' --. =r= ' \ u31 .� , 1 - .Aj• s0 10c0A roc Li 1 1 .7 J „�; ,. , , , L __ _4.__,_ 5 5' aA.rxR DC 4 VESSEL TEQ'D R- 1,R- 2,R- 3,R - }`. ; •• ,..I c. ,..", - r - - -- . 75 . ___75 • MYI ES _ -._. _- _ R..1 Nsrum L I 1211___ -••- 0 r - I - -- - -- 1 I CUM. -o.. Will I NORAM E r.S ond Crlrsrrxtres Ltd L L 4 i • 1 1 i -y;yy T�.m.I220 5®� ($o1ARA AUTri:J.r r�cov[NYT 11tlYc.l . . - -. " CRYSTALLIZER - [ r i 1 w w:.r i woo ...Id .� r.r.. -"�'y Mil i ■ i GENERA! ARRANGE WE. I:7 C r t 1 0:941u'ut6. .55 a.450251rray u7 .. ,.„ _ D•U 1•2..1001 j C I D� 11 R r llw 2mv r w .4fl c o.* t ,r • STRUCTURAL NOTES ii GENERAL I. SEE MECHANICAL, ARCHITECTURAL, ELECTRICAL, PROCESS AND EQUIP. MENT DRAWINGS FOR DETAILS AND DIMENSIONS NOT SHOWN. VERIFY PR.FSTRESSED CONCRETE OPENINGS, EQUIPMENT BASES, ANCHOR BOLT SETTING, LOCATION OF 1. ALL PRESTRESSED CONCRETE UNITS TO BE DESIGNED IN ACCORDANCE ACCESSORIES, ETC- WITH CHAPTER 16 OF ACI 31871. REINFORCING INDICATED FOR IN•PLACE 2. REFER TO SPECIFICATIONS FOR FURTHER REQUIREMENTS AND *MN .I F1. LOADING ONLY. CATION OF THESE NOTES. 2. ALL REINFORCING AND EMBEDDED ITEMS ON THE EXPOSED FACE OF THE 3. VERIFY ALL 0;808510NS, COORDINATES AND GRADES IDENTIFIED 9Y PANEIS TO BE IK)T•DIPPED GALVANIZED. (REF.) TERM 3. CONCRETE TO BE HARD ROCK, 150 PCF, 5,000 PSI MINIMUM COMPRESSIVE 4. DESIGN LOADS. 578880114 1N 28 DAYS. • LL - ROOFS -ALL STRUCTURES 25 PSF MASONRY INT. STAIRS A CATWALKS 100 1. CONCRETE BLULK SHALL BE tXPANULU SHALE, GRADE A HOLLOW UNITS ' I.E ERA TOR BL DG. FLO011.3. 150 CONFORMING TO ASTMC90. MORTAKTYPE5 PER UDC, ULTIMATE COM• PUMP SA- MAIN FLOOR 300 - PRESSIVE STRENGTH tm I ,350. DESIGN BASED ON WORKING STRE55, MP STA. MOTOR FLOOR _ 100• EQUIP) - TABLE 24H UBC, NO SPECIAL INSPECTION. TUNNEL SLAB AT BLOWER RM. J 200 4M.CI4. 2. GROUT FOR REINFORCED HOLLOW UNIT MASONRY TO BE 2,000 PSI EXPOSED TUNNEL SLABS 8 8A51N COVERS 150 COMPRESSIVE STRENGTH WITH 3/8" AGGREGATE. BACKFILLEDTUNNELSLABS '2' -0•' SURCHARGE 3. EXCEPT AS OTHERWISE SHOWN, REI NFORCE ALL MASONRY WALLS W/ NO.5 EXT. WAL KWAYS. STAIRS 8 PLATFORM 150 VERT. EI 48" 0 /0, 2.80. 5104 8" BOND BEAM 0 48 "O /C, LEDGERS AND TOP OF WALL. REINFORCE AT OPENINGS W /2•N0.5 HORI Z. AT HEAD AND 1{40.5 ALL EXTERIOR WALLS BELOW GRADE DESIGNED FOR AN EQUIVALENT VERT. EACH JAMB; EXTEND REINF. 2• -0'-' BEYOND OPENINGS. DOWEL ALL LATERAL PRESSURE OF 30 PCF FOR LIMITED ROTATION' AND IRANSLA- MASONRY WALLS WITH 1.80.5 EACH VERT., PROJECT 3' -0". TION AND 55 PCF FOR NONYIELDING CONDITIONS. WOOD STRUCTURES DESIGNED FOR INTERNAL HYDRAULIC HEAD AS SHOWN ON 1. GRADE AND STRESS REQUIREMENTS. THE SECTIONS AND DETAILS BY -.V - ELEV.___ GLU- LAM - DOUGLAS FIR • LARCH, APPEARANCE GRADE, WATER - SEISMIC - ZONE II PROOF GLUE, STRESS COMBINATION 22F, CONFORM TO AITC 117 -71, WIND - 20 PSF 030 25 PSF ABOVE. 30' . CAMBER AS NOTED. . 5. REFER TO 5.2 AND 5-3 FOR DRAINAGE AND EARTIIWORK NOTES AND STRUCT. LIGHT FRAMING - D.F. NO.2 KD. DETAILS. UNLESS OTHERWISE NOTED, ALL PLANT WORKS STRUCTURES TO JOISTS AND PLANKS - D.F. NO. 2 KD, ' RESTON 6" MIN: CRUSHED RCtiK BASE. BEAMS AND STRINGERS - D.F. SELECT STRUCT. FONG POSTS AND TIMBERS - D.F. NO. 1 EOM REINFORCING PLYWOOD SHEATHING - D.F. STRUCT. II OR CC EXT. I. ALL REINFORCING STEEL EXCEPT WISERE NOTED SHALL CONFORM TO DECKING - D.F. OR HEMLOCK SELECT DEX. ASTM A615 GRADE 40, DETAIL AND PLACE PER ACI MANUAL 31565 AND • 2. NAILING - PER U8C TABLE 25.0 081055 OI1IERWISE NOTED. CODE 318.71. WELDED WIRE FABRIC TO CONFORM 10 ASTM A 185, WIRE 3. USE HEAVY PLATE WASHER UNDER BOLT HEADS AND NUTS BEARING FABRIC HEAVIER THAN 6 x 6 . 10110 TO PE SUPPI IF.O IN FL AT SHEETS. ON WFV1D. • 2. UNLESS OTHERWISE SHOWN, REINFORCE ALL WALLS AND SLABS WITH V. 4. NAILS, BOLTS, SCREWS, METAL HANGERS, ETC., FOR EXTERIOR WORK TO OF T% EACH WAY PLUS 2 -80.5 TOP AND BOTT. PROVIDE 2 -N0.5 ADD!. BE HOT - DIPPED GALVANIZED. TI(1NA!. AT TOP. BOTT.. AND SIDES OF ALL OPENINGS EXCEEDING • (2 INCHES. WATERSTOPS & SEALANT 5 3. PROVIDE 2' -0 " x2'-0 . OUTSIDE CORNER BARS EQUAL IN SIZE TO HORIZ. HOOK ALL 1-10010. (EXCEPT AT CORNER BARS) WJSTD. 90 HOOK AT 1. WATERSTOPS SHALL BE PVC • AS SPECIFIED. USE AT CORNERS AND INTERSECTIONS UNLESS OTHERWISENOTED. ALL JOINTS IN LIQUID CONTAINING TANKS, BASIMS,OCCUPIED AREAS AND 4. CONCRETE COVER FOR MAIN REINFORCING STE EL OTHER LOCATIONS AS SHOWN ON THE DRAWINGS. FORM CONTINUOUS ISS'•• NO. 5 AND SMALLER, EXPOSED TOWEATHER, SOIL ORLIQUID LOOPS AROUND SEPARATED CHAMBERS, WELD WATERTIGHT AT INTER: 2 " -N0. 6AND LARGER, EXPOSED 10 WW1 I HER, sum UR LIQUID SEC! IONS AND MIIutEU CORNERS. 1 •' • SLABS AND WALLS NOT EXPOSED TO 111888T5 2. USE FLAT CORRUGATED PVC ' AT NONMOVING CONSTR. JOINTS; 18" • BEAMS AND GIRDERS NOT EXPOSED TO ELEMENTS PVC CENTERBULB -TYPE AT EXPANSION /CONTROL JOINTS' WHERE SIZE OR 3 " - DOTE. 6.405 POURED ON SOIL OR GRAVEL BASE. TYPE NOT INDICATED, USE 6 ". 3/5' PYC WITH Re O.D. CCNTERDULB 5. LAPPED SPLICE LENGTH•UNLESS INDICATED OTHERWISE. WHERE 8600. - 30 DIA. NO. 7 AND SMALLER 3. AT HORIZONTAL WALL JOINTS SUPPORT WATERSTOP AT 12" O /C, PLACE 3" 34 DIA. N0, 6 AND LARGER GROUT AT BASE OF WALL POUR IMMEDIATELY PRIOR TO WIRE FABRIC - 12" PLACING CONCRET E. 4. TAPER JOINTS AS REQUI RED TO FACILITATE INSERTION OF JOINT FILLERS CONCRETE AND SEALANTS. INSTALL MULTI-CHANNEL SEALS WITH RECOMMENDED I. UNLESS NOTED OTHERWISE. ALL CONCRETE SHALL DEVELOP 3,000• P51 TOOLS AND ADHESIVE, MITER AND WELD CORNERS AND JOINTS. SEAL COMPRESSIVE STRENGTH IN 23 DAIS. ALL CONCRETE SHALL CONTAIN DISCONTINUOUS ENDS WITH THIOKOL SEALANT. • POZZOIITH 300.9 05 OZ. PER SACK. 556 AIR ENTRAINMENT FOR CONCRETE 5. PLACE SEALANTS AS SHOWN, USE APPROVED PRIMERS AND JOINT PR E PAR. EXPOSED TO WEATHER OR LIQUID RETAINING. ATION. TOOL JOINT STO CONCAVE SURFACE SLIGHTLY DEPRESSED. 2. CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH AG 61450: IN CASE OF EXTREME WEATHER CONDITIONS. AO 605 -59 AND 306-66 SHALL at FULLUWED. 3. COMPLY WITH FOLLOWING UNLESS SHOWN OR IND:CAT ED OTHERWISE. • A. BEAMS AND SLABS POURED MONOL 171110. B. LIQUID CHANNELS POURED MONOLITHIC. C. KEY ALL CONSTRUCTION (DINTS (2 It 4 MIN.). D. WATERSTOP ALL JOINTS BELOW GRADE AND WATER BEARING. E. SHORE ALL SELF - SUPPORTING. GTINCRFTF 11NT11 2R.DAY COMPRESSIVE STRENGTH IS REACHED. STRUCTURAL STEEL I. ALL STRUCTURAL AND MISC. STEEL ASTM A 36 DETAIL, FABRICATE ANU E RECT TO.AISC SPECIFICATIONS. 2. WELDING BY CERTIFIED WELDERS. CONFORM TO AW501.OL9. 3. CONNECTION BOLTS ASTM A 323. ANCHOR 80111 AND UI HtK FAN ■ ENE KS ASTM A 307. 4. ALL EXPOSED TO WEATHER STRUCTURAL AND MISC. STEEL IN ADDITION . I0 1 1685 SPECIFICALLY INDICATED SHALL BE HOT-DIPPED GALVANIZED. - F, y 'o THIS DRAWING HAS BEEN REDUCED �'. ; APPROXIMATELY ONE -HALF SCALE \ /4, Pl o� ` � \� 7 IED SEWERAGE AGENCY GENERAL SI ASTEWATER TREATMENT PLANT INDEX OF STRUCTURAL DRAWINGS a NOTES SII8 Equipment Platform . Durham Equipment Support VisualAnalysis 5.50 Report Company: CH2M Hill, Inc. Protect File: Durham Equipment Support.vap Folder: \ \midway \prof \Clean Water Servi .ces \315686DurhamMiscMod \OSTARA \analytical Models\ Model Summary Structure Type: Space frame The model is linear. The model will have 144 unique mode shapes. 28 Nodes, and 144 Degrees of Freedom The size of the model is: 7 ft, in the X direction 4 ft, in the Y direction 7 ft, in the Z direction 40 Member dements Load Case Summary 2 Service Load Casco 1 Factored Combinations Load Combination Summary Factored Combination: Dead + EQ Scale factor = 1.00 Factor : Service Case 1.00 x Equipment and Platform Dead 1.00 x Seismic Load -1 -Tue Aug 19 11:41:44 2008 J Durham Equipment Support VisualAnalysis 5.50 Report Company: CH2M Hill, Inc. Project File: Durham Equipment Support.vap Folder: \ \midway \proj \Clean Water Services \315686DurhamMiscMod \OSTARA \Analytical Models\ Spring Elements This item is empty. Check the selection state, or report properties. Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ' ft N1 0.000 0.000 0.000 Yes Yes Yes No No No N2 7.000 0.000 0.000 Yes Yes Yes No No No N3 0.000 0.000 7.000 Yes Yes Yes No No No N4 7.000 0.000 7.000 Yes Yes Yes No No No N5 0.000 0.000 3.500 Yes Yes Yes No No No N6 7.000 0.000 3.500 Yes Yes Yes No No No N7 3.500 0.000 0.000 Yes Yes Yes No No No N8 3.500 0.000 7.000 Yes Yes Yes No No No N9 0.000 4.000 0.000 No No No No No No N10 7.000 4.000 0.000 No No No No No No N11 0.000 4.000 7.000 No No No No No No N12 7.000 4.000 7.000 No No No No No No N13 0.000 4.000 3.500 No No No No No No N14 7.000 4.000 3.500 No No No No No No N15 3.500 4.000 0.000 No No No No No No N16 3.500 4.000 7.000 No No No No No No N17 0.000 4.000 4.250 No No No No No No N18 7.000 4.000 4.250 No No No No No No N19 0.000 4.000 2.750 No No No No No No N20 7.000 4.000 2.750 No No No No No No N21 4.250 4.000 0.000 No No No No No No N22 4.250 4.000 7.000 No No No No No No N23 2.750 4.000 0.000 No No No No No No N24 2.750 4.000 7.000 No No No No No No N25 5.625 4.000 1.375 No No No No No No N26 1.375 4.000 5.625 No No No No No No N27 5.625 4.000 5.625 No No No No No No N28 1.375 4.000 1.375 No No No No No No Member Elements Member Section Material (1)Node (2)Node Length Weight Ryl Rz1 Ry2 Rz2 One Way ft K M1 14S53x3x A3T14 ASO N3 N11 4.000 0.03 Fix Fix Fix Fix Normal M2 HSS3x3x ASTM A50 N8 N16 4.000 0.03 Fix Fix Fix Fix Normal M3 11504x4x ASTM A50 N4 N12 4.000 0.05 Fix Fix Fix Fix Normal M4 HSS3x3x ASTM A50 N6 N14 4.000 0.03 Fix Fix Fix Fix Normal M5 Ho53x3x ASTM A50 N2 N10 4.000 0.03 Fix Fix Fix Fix Normal M6 HSS3x3x ASTM A50 N7 N15 4.000 0.03 Fix Fix Fix Fix Normal 147 HSS3x3x ASTM A50 N1 N9 4.000 0.03 Fix Fix Fix Fix Normal MB HSS3x3x ASTM A50 115 N13 4.000 0.03 Fix Fix Fix Fix Normal M9 548x18 ASTM A99 N11 N17 2.750 0.05 Fix Free Fix Fix Normal M10 WSxlB ASTM A99 N17 N13 0.750 0.01 Fix Fix Fix Free Normal M11 w8x18 ASTM A99 N13 N19 0.750 0.01 Fix Frpe Fix Fix Normal M12 W8x18 ASTM A99 N19 N9 2.750 0.05 Fix Fix Fix Free Normal .413 18x18 ASTM A99 M12 N19 2.750 0.05 Fix Fix Fix Fix Normal M14 W8x18 ASTM A99 N18 N14 0.750 0.01 Fix Fix Fix Free Normal M15 W8x18 ASTM A99 N14 N20 0.750 0.01 Fix Free Fix Fix Normal -1 -Tue Aug 19 11:42:23 2008 . Member Section Material (1)Node (2)Node Length Weight Ryl Rzl Ry2 Rz2 One Way ft K 1716 W8x18 ASTM A99 N20 N10 2.750 0.05 Fix Fix Fix Fix Normal ' M17 W8x18 ASTM A99 N11 N24 2.750 0.05 Fix Free Fix Fix Normal M18 W8x18 ASTM A99 N24 N16 0.750 0.01 Fix Fix Fix Free Normal 1419 18x18 ASTM A99 N16 N22 0.750 0.01 Fix Free Fix Fix Normal 1.20 58x18 ASTM A99 N22 N12 2.750 0.05 Fix Fix Fix Free Normal M21 W8x18 ASTM A99 N9 N23 2.750 0.05 Fix Fix Fix Fix Normal M22 W8x18 ASTM A99 N23 N15 0.750 0.01 Fix Fix Fix Fix Normal 2723 518x18 ASTM A99 N15 N21 0.750 0.01 Fix Fix Fix Fix Normal M24 1:8x18 ASTM A99 N21 N10 2.750 0.05 Fix Fix Fix Fix Normal 2425 ::8x18 ASTM A99 5124 N26 1.945 0.03 Fix Free Fix Fix Normal 2126 W8x18 ASTM A99 N26 N17 1.945 0.03 Fix Fix Fix Free Normal M27 W8x18 ASTM A99 N20 N25 1.945 0.03 Fix Free Fix Fix Normal M28 W8x18 ASTM A99 N25 N21 1.945 0.03 Fix Fix Fix Free Normal M29 18x18 ASTM A99 N22 N27 1.945 0.03 Fix Free Fix Fix Normal M30 W8x18 ASTM A99 N27 N18 1.945 0.03 Fix Fix Fix Free Normal M31 698x18 ASTM A99 N19 N28 1.945 0.03 Fix Free Fix Fix Normal M32 598x18 ASTM A99 N28 N23 1.945 0.03 Fix Fix Fix Free Normal M33 L3 -1 /2x ASTM A36 N3 N16 5.315 0.03 Fix Free Fix Free Normal. 1434 L3 -1 /2x ASTM A36 N4 N16 5.315 0.03 Fix Free Fix Free Normal 1435 L3 -1 /2x ASTM A36 N4 N14 5.315 0.03 Fix Free Fix Free Normal M36 L3 -1 /2x ASTM A36 N2 N14 5.315 0.03 Fix Free Fix Free Normal M37 L3 -1/2x ASTM A36 N2 N15 5.315 0.03 Fix Free Fix Free Normal M38 L3 -1 /2x ASTM A36 N15 N1 5.315 0.03 Fix Free Fix Free Normal M39 L3 -1 /2x ASTM A36 N1 N13 5.315 0.03 Fix Free Fix Free Normal M40 L3 -1/2x ASTM A36 N3 N13 5.315 0.03 Fix Free Fix Free Normal Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. Kai Kai K /ft ^3 in /in /dog -F ASTM A36 - 29000.00 0.2900 0.49 0.000 ASTM A50 -NA- 29000.00 0.2900 0.49 0.000 ASTM A99 - 29000.00 0.2900 0.49 0.000 Section Properties Section Beta Theta Ax J Iy Iz Sz( +y) Sz( -y) Sy( +z) Sy( -z) deg deg inA2 inA4 inA4 inA4 in ^3 in ^3 inA3 in ^3 HSS3x3x 0.0000 0.0000 2.44000 5.08000 3.02000 3.02000 2.01000 2.01000 2.01000 2.01000 HSS4x4x 0.0000 0.0000 3.37000 12.80000 7.80000 7.80000 3.90000 3.90000 3.90000 3.90000 L3 -1 /2x 0.0000 0.0000 1.70000 0.03860 2.00000 2.00000 0.78700 2.09644 0.78700 2.09644 58x18 0.0000 0.0000 5.26000 0.17200 7.97000 61.90000 15.20000 15.20000 3.04000 3.04000 Plate Elements This item is empty. Check the selection state, or report properties. -2 -Tue Aug 19 11:42:23 2008 Durham Equipment Support VisualAnalysis 5.50 Report Company: CH2M Hill, Inc. Project File: Durham Equipment Support.vap Folder: \ \midway \proj \Clean Water Services \315686DurhamMiscMod \OSTARA \Analytical Models\ Load Case Summary 2 Service Load Cases 1 Factored Combinations Load Cases Load Case Strength Service Results Analyze? Envelope? ( 1)Equipment and Platfnr Yes Yes Yes Yes No ( 2)Seismic Load Yes Yes Yes Yes No ( 3)Dead + EQ Yes No Yes Yes No Service Load Cases Load Case Load Source Self Weight Self X Self Y Self Z Load Exclusive Equipment and Platform De Dead loads Standard 0.0000 - 1.0000 0.0000 4 No Seismic Load Seismic loa None NA NA NA 4 No Equation Load Combinations 'ibis item is empty. Check Lhe selection state, or report properties. Factored Load Combinations Load Case Case Scale Factor Dead + EQ 2 1.0000 Load Combination Summary Factored Combination: Dead + EQ Scale factor = 1.00 Factor : Service Case 1.00 x Equipment and Platform Dead 1.00 x Seismic Load -1 -Tue Aug 19 11:42:39 2008 Durham Equipment Support VisualAnalysi.s 5.50 Report Company: CH2M Hill, Inc. Project File: Durham Equipment Support.vap Folder: \ \midway \proj \Clean Water Services \315686DurhamMi.scMod \OSTARA \Analytical Models\ Service Load Cases Load Case Load Source Self Weight Self X Self Y Self Z Load Exclusive Equipment and Platform De Dead loads Standard 0.0000 - 1.0000 0.0000 4 N Seismic Load Seismic loa None NA NA NA 4 No Nodal Loads Load Case Node Direction Force Moment K K -ft Equipment and Platform De N25 DY - 16.500 0.0000 Equipment and Platform De N26 DY - 16.500 0.0000 Equipment and Platform De N27 DY - 16.500 0.0000 Equipment and Platform De N28 DY - 16.500 0.0000 Seismic Load N25 DX 8.1250 0.0000 Seismic Load N26 DX 8.1250 0.0000 Seismic Load N27 DX 8.1250 0.0000 Seismic Load N28 DX 8.1250 0.0000 Member Point Loads This item is empty. Check the selection state, or report_ properties. Member Uniform Loads This item is empty. Check the selection state, or report properties. Member Linear Loads This item is empty. Check the selection state, or report properties. Member Temperature Changes This item is empty. Check the selection state, or report properties. Member Gradient Temperatures This item is empty. Check the selection state, or report properties. Plate Uniform Pressures This item is empty. Check the selection state, or report properties. Plate Linear Pressures This item is empty. Check the selection state, or report properties. Plate Hydrostatic Loads -1 -Tue Aug 19 11:42:54 2008 Durham Equipment Support VisualAnalysis 5.50 Report Company: CH2M Hill, Inc. Project File: Durham Equipment Support.van Folder: \ \midway \proj \Clean Water Services \315686DurhainMiscMod \OSTARA \Analytical Models\ Load Cases Load Case Strength Service Results Analyze? Envelope? ( 1)Equipment and Platfor Yes Yes Yes Yes No ( 2)Seismic Load Yes Ycs Yes Ycs No ( 3)Dead + EQ Yes No Yes Yes No Member Extreme Results Member Fx(lc) Vy(lc) Vz(lc) Mx(lc) My(lc) Mz(lc) K K K K -ft K -ft K -ft M1 73.65 ( 1) 0.00 ( 1) 0.00 ( 1) -0.00 ( 2) -0.01 ( 3) -0.01 ( 3) M1 0.00 ( 2) 0.00 ( 3) 0.00 ( 3) 0.00 ( 1) -0.00 ( 1) 0.00 ( 2) M2 -8.25 ( 3) 0.00 ( 2) -0.00 ( 3) 0.00 ( 1) -0.01 ( 3) 0.00 ( 1) M2 -0.00 ( 2) 0.00 ( 3) -0.00 ( 2) 0.00 ( 2) 0.00 ( 2) 0.00 ( 3) t•13 -3.78 ( 3) 0.00 ( 1) -0.11 ( 3) -0.01 ( 2) -0.40 ( 3) -0.02 ( 3) M3 -0.00 ( 2) 0.00 ( 3) -0.00 ( 2) 0.01 ( 1) 0.02 ( 3) 0.00 ( 3) M4 -8.15 ( 1) 0.00 ( 1) 0.00 ( 2) 0.00 ( 1) 0.00 ( 2) 0.00 ( 1) M4 0.00 ( 2) 0.01 ( 3) 0.00 ( 3) 0.00 ( 3) 0.00 ( 3) 0.02 ( 3) I45 -2.92 ( 3) 0.03 ( 1) 0.01 ( 2) -0.00 ( 1) -0.04 ( 3) -0.05 ( 3) I.15 -0.10 ( 2) 0.10 ( 3) 0.05 ( 3) 0.01 ( 2) 0.18 ( 3) 0.35 ( 3) M6 -9.36 ( 3) -0.00 ( 1) 0.00 ( 2) 0.00 ( 1) 0.00 ( 2) -0.00 ( 1) M6 -0.00 ( 2) 0.06 ( 2) 0.00 ( 3) 0.00 ( 1) 0.01 ( 3) 0.23 ( 2) M7 -2.76 ( 1) -0.03 ( 1) -0.00 ( 2) -0.00 ( 1) -0.00 ( 1) -0.11 ( 1) M7 0.10 ( 2) 0.07 ( 2) 0.00 ( 1) 0.01 ( 2) 0.02 ( 2) 0.24 ( 2) M8 -8.25 ( 1) -0.00 ( 1) 0.00 ( 2) 0.00 ( 1) 0.00 ( 2) -0.00 ( 1) M8 0.00 ( 2) 0.00 ( 2) 0.00 ( 1) 0.00 ( 1) 0.00 ( 1) 0.01 ( 2) M9 -0.34 ( 2) 0.00 ( 2) -0.59 ( 2) -0.00 ( 2) -1.16 ( 2) 0.00 ( 1) M9 0.00 ( 1) 1.81 ( 3) 0.00 ( 1) 0.00 ( 1) 0.46 ( 2) 4.90 ( 3) M10 -3.45 ( 3) -6.54 ( 1) -0.00 ( 1) 0.00 ( 1) -0.00 ( 1) -0.00 ( 2) M10 -0.00 ( 1) 0.00 ( 2) 0.01 ( 2) 0.00 ( 3) 0.89 ( 2) 4.90 ( 1) h111 -3.47 ( 2) -0.00 ( 2) -0.01 ( 1) -0.00 ( 2) -0.00 ( 1) -0.00 ( 2) M11 0.00 ( 1) 6.54 ( 1) 0.02 ( 2) 0.00 ( 1) 0.90 ( 2) 4.90 ( 1) M12 -0.33 ( 3) -1.81 ( 3) -0.00 ( 1) -0.00 ( 2) -1.16 ( 3) 0.00 ( 1) M12 -0.00 ( 1) -0.00 ( 2) 0.59 ( 2) 0.00 ( 1)' 0.46 ( 2) 4.90 ( 3) M13 -0.10 1 1) 0.00 ( 2) -0.59 ( 2) -0.00 ( 3) -1.17 ( 2) -0.40 ( 3) M13 0.34 1 2) 1.92 ( 3) 0.00 ( 1) -U.UU ( 1) 0.46 ( 2) 4.82 ( 1) M14 -0.09 ( 1) -6.43 ( 1) -0.00 ( 1) -0.00 ( 1) 0.00 ( 1) -0.00 ( 2) M14 3.44 ( 2) 0.00 ( 2) 0.01 ( 2) 0.00 ( 2) 0.89 ( 3) 4.82 ( 1) M15 -0.04 ( 1) -0.00 ( 2) 0.00 ( 1) -0.00 ( 3) -0.00 ( 1) -0.00 ( 2) M15 3.47 ( 2) 6.49 ( 1) 0.02 ( 3) -0.00 ( 1) 0.90 ( 2) 4.86 ( 1) 5116 -0.05 ( 1) -1.86 ( 3) 0.00 ( 1) -0.00 ( 3) -1.16 ( 3) -0.18 ( 3) M16 0.33 ( 2) -0.00 ( 2) 0.59 ( 3) -0.00 ( 1) 0.46 ( 3) 4.86 ( 1) M17 -0.59 ( 2) -0.00 ( 2) -0.00 ( 1) -0.00 ( 3) -D.46 ( 2) -0.00 ( 2) M17 0.00 ( 1) 1.81 ( 1) 0.34 ( 2) -0.00 ( 1) 0.48 ( 2) 4.90 ( 1) M18 -8.12 ( 3) -6.54 ( 3) 0.00 ( 1) -0.00 ( 1) -2.55 ( 3) 0.00 ( 3) M18 -0.00 1 1) -0.00 ( 2) 3.45 ( 3) 0.00 ( 2) 0.04 ( 3) 4.90 ( 3) M19 0.00 ( 1) -0.00 ( 2) 0.01 ( 1) -0.00 ( 1) -0.05 ( 3) -0.00 ( 2) MM19 8.12 ( 3) 6.04 ( 1) 3.46 ( 3) 0.00 ( 2) 2.55 ( 3) 4.90 ( 1) M20 -0.00 ( 1) -1.81 ( 3) 0.00 ( 1) -0.00 ( 3) -0.48 ( 3) 0.00 ( 3) m20 0.59 ( 2) -0.00 ( 2) 0.34 ( 3) -0.00 ( 2) 0.46 ( 3) 4.90 ( 3) M21 -0.55 r 3) -0.10 ( 2) -0.34 ( 3) 0.00 ( 2) -0.47 ( 3) -0.11 ( 1) M22 -0.03 ( 1) 0.92 ( 1) -0.00 ( 1) 0.00 ( 3) 0.45 ( 3) 2.37 ( 1) M22 -8.10 ( 3) -7.53 ( 3) -3.47 ( 2) -0.00 ( 2) -0.05 ( 3) -3.31 ( 3) M22 -0.02 1 1) -0.10 ( 2) 0.00 ( 1) 0.00 ( 1) 2.56 ( 2) 2.37 ( 1) M23 -0.03 ( 1) -0.10 ( 2) -3.48 ( 3) -0.00 ( 2) -2.56 ( 2) -3.20 ( 1) M23 8.08 ( 2) 7.42 ( 1) -0.00 ( 1) 0.00 { 1) 0.05 ( 3) 2.40 ( 3) -1 -Tue Aug 19 11:43:07 2008 • . Member Fx(1c) Vy(1c) Vz(1c) Mx(1c) My(1c) Mz(1c) K .K K K -ft K -ft K -ft 1124 -0.03 ( 1) -1.03 ( 3) -0.33 ( 3) 0.00 ( 2) -0.45 ( 3) -0.35 ( 3) 1124 0.52 ( 2) -0.10 ( 2) -0.00 1 1) 0.00 ( 3) 0.47 ( 3) 2.40 ( 3) 1125 -7.52 ( 3) 0.00 ( 2) -3.12 ( 2) -0.00 ( 1) -3.05 ( 2) 0.00 ( 2) 1425 -0.01 ( 1) 8.28 ( 1) 0.00 ( 1) 0.00 ( 2) 3.02 ( 3) 16.08 ( 1) M26 -1.78 ( 3) -8.28 ( 1) 0.00 ( 1) -0.00 ( 1) -3.05 ( 2) 0.00 ( 1) 1426 -0.01 ( 1) 0.00 ( 2) 2.62 ( 3) 0.00 ( 2) 2.05 ( 3) 16.08 ( 3) 1127 0.00 ( 1) 0.00 ( 2) -2.62 ( 2) -0.00 ( 3) -3.05 ( 3) 0.00 ( 2) 1427 1.82 ( 3) 8.28 ( 1) 0.00 ( 1) -0.00 ( 1) 2.05 ( 2) 16.08 ( 1) M28 0.00 ( 1) -8.28 ( 3) 0.00 ( 1) -0.00 ( 3) -3.05 ( 3) 0.00 ( 3) I428 7.56 ( 3) 0.00 ( 2) 3.12 ( 3) -0.00 ( 1) 3.03 ( 2) 16.08 ( 3) M29 0.01 ( 1) 0.00 ( 2) -3.12 ( 3) 0.00 ( 1) -3.05 ( 2) 0.00 ( 1) 1429 7.53 ( 3) 8.28 ( 1) -0.00 ( 1) 0.00 ( 3) 3.02 ( 3) 16.08 ( 1) 1.130 0.01 ( 1) -8.28 ( 1) -0.00 ( 1) 0.00 ( 1) -3.05 ( 2) 0.00 ( 1) M30 1.78 ( 3) 0.00 ( 2) 2.62 ( 2) 0.00 ( 3) 2.05 ( 2) 16.08 ( 1) M31 -1.82 ( 2) 0.00 ( 2) -2.62 ( 3) -0.00 ( 2) -3.05 ( 3) 0.00 ( 2) M31 0.01 ( 1) 8.28 ( 3) -0.00 ( 1) 0.00 ( 1) 2.05 ( 2) 16.08 ( 3) 1432 -7.56 ( 2) -8.28 ( 3) -0.00 ( 1) -0.00 ( 2) -3.05 ( 3) 0.00 ( 3) 1432 0.01 ( 1) 0.00 ( 2) 3.12 ( 2) 0.00 ( 1) 3.03 ( 2) 16.08 ( 3) 1433 -3.26 ( 1) - -0.01 ( 1) -0.01 ( 3) -0.00 ( 1) -0.06 ( 3) 0.00 ( 1) 1133 12.32 ( 2) 0.01 ( 3) -0.00 ( 1) 0.00 ( 2) 0.01 ( 3) 0.01 ( 3) 1434 -15.5 ( 3) -0.01 ( 3) -0.02 ( 3) 0.00 ( 1) -0.07 ( 3) 0.00 ( 3) 1434 -3.24 ( 1) 0.01 ( 1) -0.01 ( 1) 0.00 ( 3) 0.03 ( 3) 0.01 ( 1) 1135 -3.18 ( 1) -0.01 ( 1) 0.00 ( 1) 0.00 ( 1) -0.02 ( 3) 0.00 ( 1) M35 0.02 ( 2) 0.01 ( 1) 0.00 ( 3) 0.00 ( 3) 0.00 ( 3) 0.01 ( 1) M36 -3.28 ( 3) -0.01 ( 1) -0.02 ( 3) 0.00 ( 1) -0.02 ( 3) 0.00 ( 1) 1436 -0.02 ( 2) 0.01 ( 1) -0.01 1 1) 0.00 ( 3) 0.06 ( 3) 0.01 ( 1) 1437 -15.9 ( 3) -0.01 ( 3) 0.01 ( 1) -0.00 ( 3) -0.05 ( 3) 0.00 ( 3) M31 -3.67 ( 1) 0.01 ( 1) 0.02 ( 3) -0.00 ( 1) 0.08 ( 3) 0.01 ( 1) M38 -3.70 ( 1) -0.01 ( 3) -0.00 ( 1) -0.00 ( 3) -0.07 ( 2) 0.00 ( 3) 1438 12.22 ( 2) 0.01 ( 1) 0.02 ( 2) -0.00 ( 1) 0.02 ( 2) 0.01 ( 1) M39 -3.27 ( 1) -0.01 ( 1) -0.01 ( 2) -0.00 ( 1) -0.02 ( 2) 0.00 ( 1) 1439 0.02 ( 2) 0.01 ( 1) 0.00 ( 1) 0.00 ( 2) 0.04 ( 2) 0.01 ( 1) 1440 -3.27 ( 3) -0.01 ( 1) 0.00 ( 1) 0.00 ( 1) -0.01 ( 3) 0.00 ( 1) 1440 -0.02 ( 2) 0.01 ( 1) 0.00 ( 3) 0.00 ( 3) 0.00 ( 1) 0.01 ( 1) -2 -Tue Aug 19 11:43:07 2008 1 ...._ Q 4 4 1 , - 1114,4,1\ - .. J IN t ? 1 • • (. . IT. ' (9 -16.500K n „„e 4 Ger 0- 1 - • ' . • '1 -* : r-• . r". -...■ ... ,..-.-- ..: ....- t. ..)... 1-1 . . . ,.. <- }vim... L. 1 k o, _ " �' C� , ', , DSO c. 4 i., •• •• jam :. k�d.37 �1.,..._ ; , ' ice J F. d 0 o a . ./ • u0 So X ao In ' at' '.r.3 A, . 7 v , L ___e.#` A 8.56 - -411•' I. 47 .;-. 0 .9 r cz, : 0 i ‘ /7 8.25 K ----- t k - 8.25K • r 'ro , / , \ , .1, - , A -2 .' — .6 4-. N • ' 84 K -÷ , I C) .A.1 N ,4 , V t' 8.15 K .. 1" ...Ay- ''''' 9.36 K 4' 1,...41pP .. / .. • ' il lpl# 1 . 11 !: ., o . Al& 8.06 - , . , c c.) -1- ÷ , • • ...,..,- . . . . 0 5 i r 1 ‘ V D ■ A , ..( .Qi ' .00 Co cb .. - 1 . •_ ■ „„ _s, .. 825K t -M2- — ' 25- - 8.2 , ,, . ' • / , -, ' 4, r..) Y I ,. -If 17.9 *,1'.41141111110°111 . Z• g I V''' * ' \ C3 ■■ i CO ' • + 0 > os --1- , 4 - _ M • _'''' ...7 8.15 K Vt ,,- i<5 9.36 ''' ' '..‘ M27__ __ .•8___ 6 17.4 K plittliii, - N' ( •.: , • 7 _ \ + > . .7. .; • .A.. , ) •-•-■ . C. 1, ' --il c '-' ' \ l . '.3 \ . .)-- ' 1 4 A,:rvt I.,... .. .. .. • 77 I. ' f .s ..,, • . 0 4 0. ■; , '6 V) ■■ ,., i..., , .• cop iv o) — -g0 0 t :-.+4,.. N ' ". • ,,:41 - - ' • l' • M29 _ _ _ _, _M30 ./ — . . .. \ V . .... 6 , • " 01 • 7 I,Zr • 71 t M' ' oi 1 1 . , I it- \ . ltgit. , . <ry' to__ 0 1 ■ .., 4 , , . ' ' i r v_. Ire. ' - co 'cc' c"! • 7 1,_ 0) I . • 4. • "IsUairdialysis kve.iblUI I J.UV) - )urharn Equipment Support, Fri Fph 08 11:45:25 2008 ,.. \ ,, ; . i :H2M Hill, Inc Firth Alex Fir t , r „ :quipment and Platform Dead • 1 - •y, , . ii .. . . ... ,_ ..... ,-- ! _, 0 - 1 ,t 1 •:\t, .? .1 yq 1 , --: c 1 ----- 1 1 x a , . . . - ..'-' :214" : • '..Uotrl.tm.yolo k ic,,,,,t/I. ..,..,,..,, .)urtlom Equipment Support, Fri Feb 08 11:45:25 2008 ,: ' I Ic.. i r- \ V121\d1 RI, Inc., Alex Firth Equipment and Platform Dead ..,- h-.t.,,.: .. .. D - ..; C uz..._., t .) . - " ... .., __:._., :.. _________. .._____. —_--__________ __________________ _______ . - < E-i - --2C• 1 r v'■. (. \-• ,c., -1- G ---) 3 stf., (..i -- -.7--- 0 i_ — . , , e' r r, 1 ,--ii 11 (:,-, ..: ..;,_ „. .,. g ...,.. (.., • r.,) , c:., 4 0? , ..., ..... 1/4 ._.z.... . , .. .1... . 4- l i ' 2P 1..' 7:. ) / t■ i _. ...... , 1 1-16I\ ' , `^'t•. n-o"L.omm ---- -- --'---�- —�---' ------ - ------- --- '-- '--' — - SHE sr NO. ---(--> m----- DATE -_.-1) ' PROJECT NO. -3 /-', ' ' - .. w I c °- + -r i � , \" | iz' |\ i .� -- ' ,= '`` =__� -\ /' '-~ � � ' \ ] ~ 7 3 ! � i r i . "E; } � \ | o ^ ' ..e 0 �� / ' | / � �ki, -c � 0 ' �p _ ../ I i t, - -r,�- ! | v | % | ( �[ ' 8 p ~ \ S ( ' | ~ . � \ \ --r ) \ if | |i !! \ ii � ! I �� T =`= __�=__=__ Z� t. iii .1 | �| / ' | / � ' / / � � - ' , ... - ' ' / ` � : ' , • / .i: L'., � r ,�>� / / / / ' | ! / /, | / � / I/ I � � ■ . ! � �—__—_��i — �� ..! _--,_- ' ` ' . • / [ � f Slab Capacity �: 1 \ i Nov �: oouDLE eetn n'g ''OG.) I��q.¢�i • - PIPCOP ' V6 TY P.' StDCSS U ,1�; � �" /a' •' M1: 1 � ' NFGu P,NT MANHO� r /`��. 1 � °r AO1r - • ` -___ -r 'e aIt TO.61 -IISb t��" ` - � I :: - 1 I_� u f,�. °- •OlI7 Tv GL.IIDO +tN I PRNI_G FLUSH Su ELLei,.. aP ,.v "K / K.. I •Gott Aaove LLtIAO / - 3 4.D N[ •NCwOt•aGTO \ - y' (� T I un IC - __- - -�•-A- FILL CONC. AS REOD. FOR I j '� aYY• .I TST IIE.D •.RDER • �•T/ R -LC - - t p , I { L }I } r '} ��FIL�GONGMT. RV rG l /. .. NN.VIII T• / w_ o • 891L .ORYK CI.1 / y� I� Fq1 tOU0. ,• FF.Y SITF PLAN R'""".• • Kw /•RO61>. .n i •7D it K \6H't.� 1 F9C2I�0 �YL724L.On0.4L.t1}O f II I I •7 LPO • It IOW% ELJIen c0• '� _ / 4ArL tYNCS. t' �•t r A.l l'nw:El 9.l :'0.rpts �4(I�RAC2)� D( c-PL.n4J f_10-� 1 � - 1 ful.. /•:�ttJ a. l.t.l+1�R♦♦�R 1 --spli 1 y- •10001 `' 6-•p e- veer. j.•iOpe liar ,.- c• ET 1 1 ' LI �� ! .. yTnn NOT�:ouTa�TVP. RGNF O. 'C -•tFEt Te. •tL'o DR. if .E- i - -.. - .. I . -_ .' r.l }nc _ _.. ' PI.Wl�L w /6wND AC,�COJ� r' 2- D••T4 M[f. { Wt ' . hI•IL.O T.. ` I I a 4'vNP. na nvG y � - ' I C • e a ° a+ - �eL � F� L e G,tE I C .Nu .... •nRtt -� IA Ir A °M CGw L'. /' • DR 12 J • v o ° N Y.e • L I I 1.. ,� 1111!`'„ Il . . `' I o C I wrT nti A f 1 1 / �.}/ I �u�Wtu GS Tv) IT D I }I *...o V �`" -r•G *100 +E;N" �� I . 4. - P I i t F. . :1 .r:f.': W T 0 -�\ 0s IM , I' g , c! fCi.°T. ` ��/ .J 1111.%' . Q ALL 017. I. C �v ! .. : D tl.tl•D t D+N + i I 1 ! I I I t 3 I ,I •• @It IE.F.3 •71•nar ' �� 119 T.L DM. �rtR An I ! I t , J n S•PUCG> t ('.T f •tpDPN6. \ •c.l.wne. ct., I" i ! I + ws.:zbCtt t v• cGT0.uTtln w..o. 1L I1f ����� 4s 'ml I OTL.000 -e- _o_ r. aS. vtRUY f -O- - i - e - -�- I ! r I DN. DNG.RfS OROC 1 1 � n •s•z?10' •sF '• \ ¢4• xAD W4 •WY - n� S�o ab s_n' cw a'e 5-� 1111_ >e_ _ 1111. '_ .1111 Tt •m. ¢..,La4 a - I TOOK DtrT. YP. F -+ 'pi -I �__�L:- ' 11111-- 1111- -L� --- »OIG, Er. i, [ "OW) t + a REINFOS2CiNC• -• IhOTC'R ROOM 0.w1 G G tl .53D G PIACil 1 t L- `\ I I I�I \ / 1111! CO\ H t _�7. —� 1111 - -�-_ -" -1._ r— 1111 1111_.- ti- - 1111 _ + - - C i 1e 6 :5 . T tN M_K_ ° 1111_ -•I I GC L i: , v COtiie..- CNORS -a PI.- Le u I _EL.to - . -<�fy nntxi pn 111_1„0. I � .' o:> +.,uix o . ao T.�yh 1 _ i .cO�t �ti�•..cuie.a ..._?-�• ii • w•e s ^,_ FLTUR[ R •� ��� 3o t ROY aE�•I �, >•o� C DuG. 1 n rT Dttr { l 4 •Thee - L A s _ { �_ S!Y ' _ eo7 E r ---I L I J - fI'k/ •sn 6 c, o c y� {'1�I > O °tG DN m� • �\( I »PI_ i ��E GpNA \ I 4PLC `. *• 5 O',77;WaY I I - -_ -�1 � ��_'.. .. I \ ▪ R I r: p.` I f I! QTY � J 1 l . I �� l I +DJI 1� 1 5 0.' ��- `�5_5. �:.. -t 1��,� +f \ J •,/ I S ' -- A ,:••• • —I e I f f I C 4= -1 ttt ---- 7 � � ,} - l __ ; I . J'� -i.. - sHOrwu T rot ,.... �t I L L —.__ //• I rl ! 1111 I. I ' •I r [...i .n '..-- 1. t � Ii A? En�� 1 l t e .too ' .� I 1 ". o 111 neix.•o: I 9'e t.:03 1 3' -o c'i a -a LOC >•n_ I a"�` t >•'s + -� I SECTION D - 4 L_ SECTION .F. N°CtZ. FnINP. °KNOWN I NOTE: DARE SHOWN CONT. N;RO GL.IOn' -O "6 ADOI'E ,. I D N v DG L.PtICGD @, >o1NT4 ' , &At PT THAT tN.t.0 -_Nr PLAN - IvlO ?OR ROOM - EL.108=0�• Ov m1N,srrzess SAPS Kee.DQ LAP '^ tAANV:DIE iC! 150 FROM e0 TNAN /� OF PARS • -' " +�r 4 • F \ L! ,Dy: a•4 w6OJE. t£ONE PO1r1T. ��� THIS DRAWING HAS BEEN REDUCED t.rt?., APPROXIMATELY ONE-HALF SCALE \.`tl // L 1 -= — I- - ....••�= •^1111•t �y '-• ar,,,•oD., rt RL,�r+.+. +wn. UNIFIED SEWERAGE AGENCY Pu�nP STAT{ON s39 } J " — I — � — ' - _mac, __v� °rtP L•�rt +n:y •rT t Y • �" + � P " ,,,•,• DURHAM WASTEWATER TREATMENT PLANT 'Lan - uoTOR ROOM -I -. t „ e r PneD.04z -12004 °�"` T. 5118 z•---..-...):--4.---• --C.-1?X-- • z....,-4- , Li. c.:,_ 1;LLI__. 2....i. :_n' 4 N 1. k:5:4;:i.'Fi ■ ; 1 I _ FrVc.: ' 11-2:":::'`!:Is , 0.4 . -- 7.‘ 11 1 1 I- _ ON z,o1.41.4c,,t ?VP (Ai ,, • sqlotr. .- I p, I 1 1 .7.'W.V6tt• --11 CONC. WWI< Tor' EARS r - !•,1 j1= aq ve. r ti. Ckuril.Yet • In ••■• III I. i EC,Cr6S• - • 1 I s ! i 1 ,p 111 I *. '."--•-___, ? ' 7.-4 • ■-•o. Tor . "f_ ,• -,_.- 7,- . 1 „-i- .1F. ', 1 . 4 1 • 1- '-lf-'.'" i 1 . - k_L,,,,__,_r___cLI,g,' L ______,, L,L____11,____12 --!---- 1 , ,, _..... • ..,_ _ L kr i - ..t • 't _.: , . _ ; _11 1 ! \ , I' y '6.Ilt .,,,,-, • 1 1 : . , • -...- I I .s-JI I- -,7 I- • ---__ ,,..e---• i h, ZT — --- -- — — — —7 11. ',A,1 ' all 4,- I , i a I / I ' \1 1 ' L,FI ■ ---1 - -w,•.'L---------- I I- t"L _ _..em ..,..... I .. I 1 , * 2;e4'. 2 6.L. H . . . 44..7.`74, IL 1 I -•-■04, I t . • 3...-1.. 1 . d I ' l IJ . :1- Ji IIII i It , il ‘, „4..„t , 1 ,..,..,,, , .1 ., ,_...., . ' 1 ;•, .t., . ,. 1 lh I 1 1-'3 D 1, • ,, , - , • . ___, ,,., I El i i _ ,,.., L _ ..-• 1 I • ■-.....--. _ - p•AIT.O r Frau, .4 5TrucTorE jP .;:-.1 j- - - T - 1 irl ill. - - - r-'-'-- - . • - --L--, ..,-- ----, q. -1,- QEINFORCINC.-. CONTROL ROOM II • " ' 11 I ':. i ' . I it ' " . - "I 1 "6 ' V ‘6' ' \., ..• Wof$11.1'' r ■ 1 -----;-±-2 1 - 1 -- 1 .-° ,1 t• —I , - r -- .i.i - - I 1 • . 1 . ..., .:- -.' - 7 ,,, 50.* / ,,,,,,,, „. ,..,.....° c -,... cei• 50 ISt1,4 . : • I i - 4 I --- r 1 1; _) or eroar-rrr r.r. rue 1 , 1,.. ■._.•prrr '-----1 1 1 1 \ i A l i \ \K ' .1\ I Q , I H/ i I \ I , e 1 .P• ', I 1 il .k-E0 . ' '•'.....:' • ';''..1"... _ ■ 0" i • . i l l-'- IVCri.e.rvr :.. . 11.1111.111MMIIMI - -1111111.."MIMMIIIIIIM '''. Ms ........ • ri, :1;1, I .1 I I •14.. 19 /I i I l / I \ l 1 / ,i ... ._ re PLAGE{ i '..r. • 1 L • •:■1 , 1 4 , , r 1 , , - . --c, ! ! ( 1-_,, 4__.12 , -1 'NA 401.4•11... i4.. ; All AltrAn.I.,.r.• I; 3 - ...LES OT .. 1 , ,....... -•... es c p,..._____ ._. fl , 5 4 v • . 1 . ' ' ii , ..-,.- 1 I' ,,r, "•• P rt4 C q )j r - 7 -1 . I , , I .1- 71 ir I 1 tICF‘ALI 21...57 i . __ _I 4. W • 1 i___ 772,-; , ■ 1 , 1. I ...•. SECTION I'd L ,.. , ; ,,...„ CA SIM t I I ' i - - - . J I- -II - 1 - - ----i-- 1 SECTION ■/,..,•o• ---- 1 'Ili ' , , ...... .J ! ; rf I ' I 1 11 1 II ve•-1 C•-- 1 1 .-, ( I 1 I / 1 ' EA.73Drri,41 I 1 : e- . 1 1 it r\ A • ,, t 1 ; . r 1 i :::,....„„ , , , , t , I • L 1 1p i ; 4 ..i_ j ______1.1._... ___ __ I 1 I I I 1 17. I . •-•(c.'s • I I -L—■ 1 i / I . .. .— . . ••?-- ",-••=;* - - ' • :.... : - 1 •,.• : .' • • • •.`,.... I • i .., 1 ) 77 n r --- '. 1 rl rue, • ' • -- 1 ,s-: I ---dD - \ i•-i.g, --- -- d . - r. • 5. 7 r r. ',,, o " i'L, --•-• - -• - • • ' - --- • ---.■ I .._2/..? e.e.s. 1 ,,- 00,I t..• • ,; ,,,,,,.. , z ..0., t•o zo.mi.00a .a 2-.• P. 1 zo,,•7....‘ * • 'Pee 2 Li 1 t •........__ - . 1-15q.e...Er.0 2.- • 1 t., SECTION ,-...., SECTION SECTLON PLAN - C.ONTROL. ROOM -EL.IBO'-0 1,, • r ,1 p•• , -.15... , `,,,' • 3 C I , Ai■;:.. I THIS DRAWING WAS BEEN REDUCED APROXIMATELY ONE.NALF SCALE :\ \''',•,,,,i,:/,,,, 1 tV ---- s rrwrvor,"rtrornporrn ds 11, ...yam,. Ton. UNIFIED SEWERAGE AGENCY PUMP STAT I ON SI/ II ,,r -1--71 - orrr r,r.,_irt atre • on, •er ..,e,L,,,,Az_...1. l DURHAM WASTEWATER TREATMENT PLANT PL AN - CONTROL ROOM • • . I • ■ • • . • all 917 I I L L L?.JL' SHEET NO. of DATE PROJECT NO. • • CI. co k _ ( ..■ 0 - • I,- , .1 rys■ / 7 H . \ ‘) -\-• SO f- " 'Q Id • - i• f • 1 . 1 ■?, \ f • .."( 14. `9 › ( 0 L(;-1,'„ r i „ 6 / 2 — 1." ; (0. 5 7" ) - C , S■ . - 90( ‘■•'. z r 7, I, 1 .t 0 . . ';),' • ":'.) ° fr I : 1 ' • -\ .0 ;.? 3 ; 3 .3 "1 ;-.2> • . .• : A A- .7 t ; !.;) 9. "r1 t tflMidH 1 LL SHEET NO.L of _ DATE PROJECT NO. -3, ":12.-• • I • _ . r T - ' ‘.`• 1. 1 - , - 5 ";5 k. . -• \;:\ •-: " ? L I • -4 ' ; . \\ 8 - - ev. . c.7 _ 0 3 1 e• 0 • • • t=s • 'Z.! a t Durham Slab Evaluation Slab Capacity, Strength Design Concrete Strength, fc 4000 psi Reinforcing Strength 60000 psi Phi Factor 0.9 Slab Thickness 12 inches Bar Size Spacing db As Cover d Mn _ ___ 4 Mn 1 d# inches in /ft inches inches ft- kips /ft ft- _kipslft . . 4 _. ` 12 -� Q. 5Q� 0.20 �� 2 �� 9.75 9.60 8.64 5 12 0.63 0.31 2 9.69 14.66 13.20 6 12 0.75 0.44 2 9.63 20.46 18.42 7 12 0.88 0.60 2 9.56 27.36 24.63 8 12 1.00 0.79 2 9.50 35.23 31.71 9 12 1.13 1.00 2 9.44 43.50 39.15 10 12 1.27 1.27 2 9.37 53.54 48.18 11 12 1.41 1.56 2 9.30 63.55 57.20 - Y 4 6 0.50 0.40 2 9.75 18.91 17.02 5 6 0.03 0.02 2 9.69 28.62 25.76 6 6 0.75 0.88 2 9.63 39.50 35.55 7 6 0.88 1.20 2 9.56 52.08 46.87 8 6 1.00 1.58 2 9.50 65.87 59.28 9 6 1.13 2.00 2 9.44 79.65 71.69 10 0 1.27 2.54 2 9.37 95.22 85.69 11 6 1.41 3.12 2 9.30 109.21 98.29 • • Beam Capacity • • • Er136T,ErdurIng...a.- SHEET NO. 114 uf . DATE PROJECT NO 1 '' k. k `). l o - • .*:) : ''.--, • ,,.. , ''....: `p 0 t, : k Ait . „■:,,.' t);, ) -:: LL. - _.-„,_).-.. .--_ . ..,.. ,c„, .-w_.+,_-...t. '44-\ p ( 1 ■,...\ ;1'...-. \ '-- ... ..., 4 ■ .. :` ' , I `!. 1 0 .5 , "/ , . ! / \\, , _ C'L" )1 "i :Q ,','"-,:: l• -- 3'',) ,,,, 1 I.J 1 .7,C1,'.= 9.1 ' , if. ____ .1" _1 f --•::- Li ' • k7------------; - .1 'f- - '1..,.,, n I -1*i . i,{:,;''• -).,•,:),, \ ...\\ `, \\,..,. ",• ''-'• ' '...' - 1 ','... % 1- ''' "i 3 . - 3 'S ('i• x 7,, ,;.., ,:,, -:, '1 'I • IS* j r:' • II.: t , t. , ..-, I I,. i \. !.;% ... .'- . ' - ^ 1 , -7, ' '''" -; -,' 'Y... '. ' • '') .,:; ''.:', -i ., ': - : 3 6' ;.-' . gl-/ ,/,- - 1 1,_. i . L. 43 ,-.-. (1s..,_ 4 r) , .-7, o. .s rn,,, z ". ia, ( -.. '5. -.; ;,. 1:1,. 'r ='. 0 ( '1'1 ;&..- ',-• ,; ' — ''' ..''..-) k ' '. -- k' S '-''. ' .1 '.- . - ...i "':: () ('‘'... 1, ":: (A 7 ° • \ 7 -. V ... '.,.‘",, 4er . .-,, ,:t.. ova ri 3 . - SHEET NO. 3 .- C i of DATE b\ _ . ..„ PROJECT NO. - 3 ' \ '; \ ...,, • z7).A. , 0"-',.. . ' l.).,_■.1, 'f 1.,--r: ,......,..-,_ -- 11 \ ...:„..,,_ j._;, „.. _.. CA_---! \5dLI 1' 1 ----, , I I, ■ --,.■ 17 \ , LL = .;. 0 .--____ __....„ ._-.. t . .... C ..... -:-. `..3, ...„ 0 ;•:.: • - - T S'1.,_, \,..s.... . l'A \ '•.4 \.'. • - A l \ ',1 "'-' ':. : •4 'r. CP iVii, ' C3 ':',. '"21,....,, L I ‘1 ' ''''.i' fNN..." ': I - .(, ''■ c" \' • - \./•:. V P I— V ■ 7;1 i 1 • Ira a. 0 WO ri t- SHEET NO. uf DATE 0 -4 PROJECT NO. ‘, -•-• 1 • 1. S •L , LI j „ Y.- z . J.._ \\ WL • - - . t- 4-). '• '; • t • • • • •.• • - 2 „ 0 (.■ 7, co - : I 3. ti - '• ” I . *- • 7.) c '. 2 1 tf3 c 'fn.! efL QUO rill_ L. . — • - • SHEET NO.1)±L. of DATE PROJECT NO. i '7 • c ;_ : • e 2 C:20 4 13)04 • y (9‘-cl'`) • y I . • , • • _ B • II 1Y\ `-.) • = Ni 00%. • I • ■• J1 ' ,1 1 \ \-1 • ' 1,1 3 1 •;;. 1••••- --( . 1 11 , • (•..\ `3,?•t• , • \ `•-•-• Durham Pump Station Evaluation Beam Capacity Analysis Concrete Strength, f c 3000 psi Reinforcing Yield Strength, fy 40000 psi Phi Factor 0.9 Beam Number J ' Beam Number K Beam Depth 42.00 inches Beam Depth 42.00 inches Beam Width 18.00 inches Beam Width 18.00 inches Top Continuous Reinforcing 3.00 sq inches Top Continuous Reinforcing 3.00 sq inches Top Reinforcing d 39.00 inches Top Reinforcing d 39.00 inches Bottom Continuous Reinforcing 9.00 sq inches Bottom Continuous Reinforcing 8.00 sq inches Bottom Reinforcing d 38.00 inches Bottom Reinforcing d 38.00 inches Positive Nominal Moment Capacity, Mn 1022.35 ft - kips Positive Nominal Moment Capacity, Mn 920.38 ft - kips Positive Ultimate Moment Capacity, c Mn 920.12 ft -kips Positive Ultimate Moment Capacity, OMn 828.34 ft -kips Negative Nominal Moment Capacity, Mn 376.93 ft -kips Negative Nominal Moment Capacity, Mn 376.93 ft -kips Negative Ultimate Moment Capacity, oMn 339.24 ft -kips Negative Ultimate Moment Capacity, 4Mn 339.24 ft -kips Beam Number L Beam Number M • Bean Depth 42.00 inches Beam Depth 42.00 inches Beam Width 18.00 inches Beam Width 18.00 inches Top Continuous Reinforcing 3.00 sq inches Top Continuous Reinforcing 3.00 sq inches Top Reinforcing d 39.00 inches Top Reinforcing d 39.00 inches Bottom Continuous Reinforcing 4.00 sq inches Bottom Continuous Reinforcing 6.24 sq inches Bottom Reinforcing d 38.00 inches Bottom Reinforcing d 38.00 inches Positive Nominal Moment Capacity, Mn 483.43 ft -kips Positive Nominal Moment Capacity, Mn 733.85 ft -kips Positive Ultimate Moment Capacity, 4 Mn 435.08 ft -kips Positive Ultimate Moment Capacity, 4Mn 660.46 ft -kips Negative Nominal Moment Capacity, Mn 376.93 ft -kips Negative Nominal Moment Capacity, Mn 376.93 ft -kips Negative Ultimate Moment Capacity, oMn 339.24 ft -kips Negative Ultimate Moment Capacity, OMn 339.24 ft -kips --� ESR -2322 ES REPO Issued November 1, 2007 This report is subject to re- examination in one year. ICC Evaluation Service, Inc. Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 • (562) 699-0543 Regional Office • 900 Montdair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 W W W .1 CC -es. o rct Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 DIVISION: 03— CONCRETE • Equipment for hole cleaning and adhesive injection Section: 03151 — Concrete Anchoring Hilti HIT -RE 500 -SD adhesive may be used with continuously threaded rod, Hilti HIS -N and HIS -RN internally REPORT HOLDER: threaded inserts or deformed steel reinforcing bars. The primary components of the Hilti Adhesive Anchor System, HILTI, INC. including the Hilti HIT -RE 500 -SD Adhesive, HIT -RE -M static 5400 SOUTH 122 EAST AVENUE mixing nozzle and steel anchoring elements, are shown in TULSA, OKLAHOMA 74146 Figure 2 of this report. (800) 879 -8000 Installation information and parameters, as included with www.us.hilti.com each adhesive unit package, are replicated as Figure 5 of this HiltiTechEngt�us.hilti.com report. EVALUATION SUBJECT: 3.2 Materials: 3.2.1 Hilti HIT -RE 500 -SD Adhesive: Hilti HIT -RE 500 -SD HILTI HIT -RE 500 -SD ADHESIVE ANCHORS IN CONCRETE Adhesive is an injectable two- component epoxy adhesive. The two components are separated by means of a 1.0 EVALUATION SCOPE dual - cylinder foil pack attached to a manifold. The two Compliance with the following codes: components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT -RE ■ 2006 International Building Code (2006 IBC) 500 -SD is available in 11.1 -ounce (330 ml), 16.9 -ounce (500 • 2006 International Residential Code (2006 IRC) ml), and 47.3 ounce (1400 ml) foil packs. The manifold attached to each foil pack is stamped with the adhesive • 2003 International Building Code (2003 IBC) expiration date. The shelf life, as indicated by the expiration • 2003 International Residential Code (2003 IRC) date, corresponds to an unopened foil pack stored in a dry, dark environment. • 2000 International Building Code (2000 IBC) 3.2.2 Hole Cleaning Equipment: Hole cleaning equipment ■ 2000 International Residential Code (2000 IRC) must be in accordance with Figure 5 of this report. • 1997 Uniform Building Code TM (UBC) 3.2.3 Dispensers: Hilti HIT -RE 500 -SD adhesive must be Property evaluated: dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti. Structural 3.2.4 Anchor Elements: 2.0 USES 3.2.4.1 Threaded Steel Rods: Threaded steel rods must be Hilti HIT -RE 500 -SD Adhesive Anchors are used to resist clean, continuously threaded rods (all - thread) in diameters as static, wind and seismic tension and shear loads in cracked described in Tables 7 and 11 and Figure 5 of this report. and uncracked normal- weight concrete having a specified Specifications for grades of threaded rod and associated nuts compressive strength, t' of 2,500 psi to 8,500 psi (17.2 MPa included in the scope of the report are provided in Table 2 to 58.6 MPa). The anchor system is an alternative to and Table 3. Carbon steel threaded rods must be furnished cast -in -place anchors described in Sections 1911 and 1912 with a 0.005 - millimeter -thick zinc electroplated coating of the 2006 IBC, Sections 1912 and 1913 of the 2000 or 2003 complying with ASTM B 633 SC 1 or must be hot - dipped IBC, and Section 1923 of the UBC. The anchor systems may galvanized in accordance with ASTM A 153, Class C or D. also be used where an engineered design is submitted in Threaded steel rods must be straight and free of indentations accordance with Section R301.1.3 of the 2006 IRC, Section or other defects along their length. The ends may be stamped R301.1.3 of the 2003 IRC, or Section R301.1.2 of the 2000 with identifying marks and the embedded end may be flat cut IRC. or cut on the bias (chisel point). 3.0 DESCRIPTION 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars are 3.1 General: deformed bars (rebar). Tables 23, 27 and 31 and Figure 5 summarize reinforcing bar size ranges. See Table 6 for The Hilti HIT -RE 500 -SD Adhesive Anchor System is specifications of permitted reinforcing bar types and grades. comprised of the following components: The embedded portions of reinforcing bars must be straight, • Hilti HIT RE 500 SD adhesive packaged in foil packs and free of mill scale, rust and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be • Adhesive mixing and dispensing equipment bent after installation. REPORTS"' are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject oldie report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied as to any eNSI' finding or other matter in this report. or as to any product covered by the report. ,'■ AND kaaINOMIC e wmun a accoce Copyright © 2007 Page 1 of 52 Page 2 of 52 ESR -2322 3.2.4.3 HIS -N and HIS -RN Inserts: Hilti HIS -N and HIS -RN 4.1.3 Static Concrete Breakout Strength in Tension: The inserts have a profile on the external surface and are nominal concrete breakout strength in tension, N or Ncb internally threaded. Mechanical properties for HIS -N and must be calculated in accordance with ACI 318 D.5.2 with the HIS -RN inserts are provided in Table 4. The inserts are following addition: available in diameters and lengths as shown in Tables 15 and D.5.2.9 —The limiting concrete strength of adhesive anchors 19 and Figure 5. HIS -N inserts are produced from carbon in tension shall be calculated in accordance with D.5.2.1 to steel and furnished either with a 0.005 - millimeter -thick zinc D.5.2.7 where the value of k to be used in Eq. (D-7) shall be: electroplated coating complying with ASTM B 633 SC 1 or a hot - dipped galvanized coating complying with ASTM A 153, k aar where analysis indicates cracking at service load Class C or D. The stainless steel HIS -RN inserts are levels in the anchor vicinity (cracked concrete) fabricated from X5CrNiMo17122 K700 steel conforming to k where analysis indicates no cracking at service load DIN 17440. Specifications for common bolt types that may be c,uncr used in conjunction with HIS -N and HIS -RN inserts are levels in the anchor vicinity (uncracked concrete) provided in Table 5. Bolt grade and material type (carbon, Additional information for the determination of the nominal stainless) must be matched to the insert. Strength reduction concrete breakout strength is given in the tables outlined in factors, 0, corresponding to brittle steel elements must be Table 1 for the corresponding anchor steel. used for HIS -N and HIS RN inserts. 4.1.4 Static Pullout Strength in Tension: In lieu of 3.2.4.4 Ductility: In accordance with ACI 318 -05 (ACI 318) determining the nominal pullout strength in accordance with Appendix D, in order for a steel element to be considered ACI 318 D.5.3, nominal bond strength in tension must be ductile, the tested elongation must be at least 14 percent and calculated in accordance with the following sections added to reduction of area must be at least 30 percent. Steel elements ACI 318: with a tested elongation less than 14 percent or a reduction D.5.3.7 —The nominal bond strength of an adhesive anchor, of area less than 30 percent, or both, are considered brittle. N or group of adhesive anchors, N in tension shall not Values for various common steel materials are provided in exceed Tables 2, 3 and 5 of this report. 4.0 DESIGN AND INSTALLATION (a) For a single anchor 4.1 Strength Design: N = A Na . Wp,Na • Nao (D -14a) 4.1.1 General: Design strengths must be determined in A Nao accordance with ACI 318 -05 (ACI 318) Appendix D and this report. A design example is given in Figure 4. Design (b) For a group of anchors parameters including strength reduction factors, 0, corresponding to each limit state and anchor steel are la = urea • W W W (D -14b) provided in Table 7 through Table 34. Strength reduction g A Nao ed,Na g,Na ec.Na Na p.N Nog factors, 0, as described in ACI 318 D.4.4 must be used for load combinations calculated in accordance with Section 1605.2 of the 2000, 2003 or 2006 IBC, or Section 1612.2 of where: the UBC. Strength reduction factors, 0, as described in ACI A„ is the projected area of the failure surface for the single 318 D.4.5 must be used for load combinations calculated in anchor or group of anchors that shall be approximated as the accordance with Section 1909.2 of the UBC. base of the rectilinear geometrical figure that results from This section provides amendments to ACI 318 Appendix D projecting the failure surface outward a distance from the as required for the strength design of adhesive anchors. In centerlines of the anchor, or in the case of a group of conformance with ACI 318, all equations are expressed in anchors, from a line through a row of adjacent anchors. Ana inch -pound units. shall not exceed n/1„ where n is the number of anchors in tension in the group. In ACI 318 Figures RD.5.2.1a and Modify ACI 318 D.4.1.2 as follows: RD.5.2.1 b, the terms 1.5h and 3.0h shall be replaced with D.4.1.2 —In Eq. (D -1) and (D -2), ON„ and OV„ are the lowest Ccr,Na and s cr•Na , respectively. design strengths determined from all appropriate failure ANao is the projected area of the failure surface of a single modes. ON„ is the lowest design strength in tension of an anchor without the influence of proximate edges in anchor or group of anchors as determined from consideration accordance with Eq. (D -14c): of ONsa either ONe or ON and either ON, or ON OV„ is 2 the lowest design strength in shear of an anchor or a group of Anao = (Scr,Na)2 (D -14c) anchors as determined from consideration of OVse, either Olio) with or OV and either OVap or O Vapa . s = as given by Eq. (D 14h) cr,Na Add ACI 318 D.4.1.2 as follows: D.5.3.8 —The critical spacing and critical edge distance D.4.1.4 —For adhesive anchors installed overhead and shall be calculated as follows: subjected to tension resulting from sustained loading, Eq. (D -1) shall also be satisfied taking ON„ = 0.750N for single rkuna anchors and ON„ = 0.75r N for groups of anchors, whereby Scr,Na = 20 • d • 1,450 Nua is determined from the sustained load alone, e.g., the dead load and that portion of the live load acting that may be considered as sustained. Where shear loads act concurrently S with the sustained tension load, interaction of tension and Ccr = °'Ne (D -14i) shear shall be analyzed in accordance with ACI D.4.1.3. 4.1.2 Static Steel Strength in Tension: The nominal D.5.3.9 —The basic strength of a single adhesive anchor in strength of an anchor in tension as governed by the steel, Nsa, tension in cracked concrete shall not exceed in accordance with ACI 318 D.5.1.2 is given in the tables outlined in Table 1 for the corresponding anchor steel. Nao = rk,cr • r1 • d • her (D -14j) Page 3 of 52 ESR -2322 D.5.3.10 —The modification factor for the influence of the D.5.3.14 —When an adhesive anchor or a group of failure surface of a group of adhesive anchors is adhesive anchors is located in a region of a concrete member where analysis indicates no cracking at service load levels, s 0.5 the modification factor shall be taken as �g,Na — �g,NaO + ( l • (1 — W >_ 1.0 (D -14k) l S a,Na J l 'i i p,Na = 1.0 when C cac (D -14r) maXI ca,min ;C When c where: p,Na Q aim Cac (D -14s) a 1.5 Ui = f - (f - 1) • Tka > 1 .0 (D -14 Additional information forthe determination of nominal bond g, strength in tension is given in Section 4.1.8. Ticmax,a 4.1.5 Static Steel Strength in Shear: The nominal static strength of an anchor in tension as governed by the steel, Vsa where: in accordance with ACI 318 D.6.1.2 is given in the tables n = the number of tension - loaded adhesive anchors in outlined in Table 1 for the corresponding anchor steel. a group. 4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, V or V must rk,max,cr= n C d Vh • P c (D -14m) be calculated in accordance with ACI 318 D.6.2 based on information given in the tables outlined in Table 1 for the corresponding anchor steel. D.5.3.11 —The modification factor for eccentrically loaded 4.1.7 Static Concrete Pryout Strength in Shear: In lieu of adhesive anchor groups is determining the nominal pryout strength in accordance with ACI 318 D.6.3.1, nominal pryout strength in shear must be 1 ed,Na = 1 s 1.0 (D -14n) calculated in accordance with the following sections added to 1 + 2e ' N ACI 318: S a,Na D.6.3.2 —The nominal pryout strength of an adhesive anchor or group of adhesive anchors shall not exceed: (a) for a single adhesive anchor: Eq. (D 14n) is valid for e'" <_ 2 V = minik • N k • N (D -28a) (b) for a group of adhesive anchors: If the loading on an anchor group is such that only certain Vcpg = minl k • N k • N„ (D -28b) anchors are in tension, only those anchors that are in tension where: shall be considered when determining the eccentricity, e' for use in Eq. (D 14n). k = 1.0 for h < 2.5 in. (64 mm) In the case where eccentric loading exists about two k "p = 2.0 for h >_ 2.5 in. (64 mm) orthogonal axes, the modification factor W„,N,, shall be N shall be calculated in accordance with Eq. (D -14a) computed for each axis individually and the product of these factors used as wec,Na in Eq. (D -14b). N shall be calculated in accordance with Eq. (D -14b) D.5.3.12 —The modification factor for the edge effects for N Cb ,N cbg are determined in accordance with D.5.2.8 single adhesive anchors or anchor groups loaded in tension 4.1.8 Bond Strength Determination: Bond strength values is: are a function of concrete condition (cracked, uncracked), for Co•min > C crNa (D -14o) drilling method (hammer drill, core drill) and installation Vi = 1 0 conditions (dry, water- saturated, etc.). Bond strength values ed "a must be modified with the factor K for cases where holes are or drilled in water - saturated concrete (K where the holes are water - filled at the time of anchor installation (K or where the for Ca,min < C cr ( Na D 14 p) anchor installation is conducted underwater (K„ as follows: �ed,Na = 0 . 7 + 0. C a,min S 1.0 PERMISSIBLE BOND ASSOCIATED J I C H INSTALLATION STRENGTH STRENGTH C a,Na R O CONDITIONS REDUCTION A L FACTOR C D.5.3.13 —When an adhesive anchor or a group of o K E Dry concrete ,, 0, adhesive anchors is located in a region of a concrete member N E D where analysis indicates no cracking at service load levels, R R Water- saturated , • K , ��, the nominal strength, N or N of a single adhesive anchor E Dry concrete , M m or a group of adhesive anchors shall be calculated according E u l to Eq. (D -14a) and Eq. (D -14b) with T k.unc , substituted for Tk" N N Water- saturated , /c, 0„ in the calculation of the basic strength in accordance with Eq. T R G Water - filled hole , • K„ 10, . (D -14j). The factor (P NaO shall be calculated in accordance p A M with Eq. (D -141) whereby the value of Tk,max,uncr shall be E c E r, • K Underwater application • calculated in accordance with Eq. (D -14q) and substituted for H r k.max, cr in Eq. (D -141). p O Dry concrete i , cAr D Water saturated , K, m., kcuncr tJ P ( D -14q) Figure 3 presents a selection flowchart. Where applicable, r k max, ° "or = Tl • d et ° the modified bond strength values must be used in lieu of T k,c, Page 4 of 52 ESR -2322 ' , and Tk,uncr Equations (D -14d), (D -14f), (D -14j), (D -14m), and REFERENCE FOR STRENGTH a (D -14o). The resulting nominal bond strength must be REDUCTION FACTORS Including Excluding - multiplied by the associated strength reduction factor Ono. Seismic Seismic 4.1.9 Minimum Member Thickness h Anchor Spacing ACI 318 D.4.4 1.1 1.4 s and Edge Eistance c: In lieu of ACI 318 D.8.3, values ACI 318 D.4.5 1.2 1.55 of c and s m;n described in this report must be observed for anchor design and installation. Likewise, in lieu of ACI 318 calculated as follows: D.8.5, the minimum member thicknesses, h described in For shear loads V < 0.2 • V the full allowable load in this report must be observed for anchor design and a!$ow,ASD+ installation. In determining minimum edge distance, c,„„ the tension Te „ow•ASD may be taken. following section must be added to ACI 318: For tension loads T s 0.2 • TallowASD+ the full allowable load D.8.8 -For adhesive anchors that will remain untorqued, in shear Va „ow•ASD may be taken. the minimum edge distance shall be based on minimum cover For all other cases: requirements for reinforcement in 7.7. For adhesive anchors that will be torqued, the minimum edge distance and spacing T + V s 1.2 (22) shall be taken as 6d and 5d respectively. T arbw,ASD V &OWaSD 4.1.10 Critical Edge Distance c In lieu of ACI 318 D.8.6, c must be determined as follows: 4.3 Installation: 3(h N 2 Installation parameters are illustrated in Figure 1. Installation for h = hm;n • C ec = a + 1.63 h of the Hilti HIT -RE 500 -SD Adhesive Anchor System must 32d conform to the manufacturer's published installation instructions included in each unit package as described in for h >_ he, + 5 (Ca,mfn)314 Figure 5 of this report. where: 4.4 Special Inspection: h <_ 8d :c = 1.5 ha, Periodic special inspection must be performed where required in accordance with Sections 1704.4 and 1704.13 of the 2000, ( h)2 2003 or 2006 IBC; or Section 1701.5 of the UBC, whereby h > 8d : co, = 48d + 1.33 h periodic special inspection is defined in Section 1701.6.2 of the UBC or Section 1702.1 of the 2000, 2003 and 2006 IBC and this report. The special inspector must be on the jobsite for all other h >_ h mn :c = 2.5 he, during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, 4.1.11 Design Strength in Seismic Design Categories C, hole dimensions, hole cleaning procedures, anchor spacing, D, E and F: In structures assigned to Seismic Design edge distances, concrete thickness, anchor embedment, and Category C, D, E or F under the IBC or IRC, or Seismic Zone tightening torque. The special inspector must verify the initial 2B, 3 or 4 under the UBC, the anchor strength must be installations of each type and size of adhesive anchor by adjusted in accordance with 2006 IBC Section 1908.1.16. For construction personnel on site. Subsequent installations of brittle steel elements, the anchor strength must be adjusted the same anchor type and size by the same construction in accordance with 2006 IBC Section 1908.1.16 D.3.3.5. The personnel must be permitted to be performed in the absence nominal steel shear strength, V must be adjusted by aVsels of the special inspector. Any change in the anchor product as given in the tables summarized in Table 1 for the being installed or the personnel performing the installation corresponding anchor steel. The nominal bond strength Tk,cr must require an initial inspection. For ongoing installations must be adjusted by a N,se,s as given in the tables summarized over an extended period, the special inspector must make in Table 1 for the corresponding anchor steel. regular inspections to confirm correct handling and installation of the product. 4.1.12 Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the 4.5 Jobsite Quality Assurance: interaction of tension and shear loads must be calculated in Where anchors are used for seismic or wind load resistance, accordance with ACI 317 318 D.7. jobsite quality assurance must conform to Section 1705 or 4.2 Allowable Stress Design: 1706 of the IBC. Design values for use with allowable stress design load 5.0 CONDITIONS OF USE combinations (working stress design) calculated in The Hilti HIT -RE 500 -SD Adhesive Anchor System described accordance with Section 1605.3 of the 2000, 2003 or 2006 in this report complies with the codes listed in Section 1.0 of IBC or Section 1612.3 of the UBC must be established as this report, subject to the following conditions: follows: R Hilti HIT -RE 500 -SD adhesive anchors must be installed R ° (21) in accordance with the manufacturer's published allow,ASD= installation instructions as included in the adhesive packaging and described in Figure 5 of this report. where Rd= 0 • R represents the limiting design strength in 5.2 The anchors must be installed in cracked and tension (ON or shear (OV as calculated according to ACI uncracked normal- weight concrete having a specified 318 D.4.1.1 and D.4.1.2 and Section 4.1 of this report. Limits compressive strength f',= 2,500 psi to 8,500 psi (17.2 on edge distance, anchor spacing and member thickness MPa to 58.6 MPa). described in this report must apply. 5.3 The values of f' used for calculation purposes must not The value of a must be taken as follows: exceed 8,000 psi (55.1 MPa). Page 5 of 52 ESR -2322 5.4 Anchors must be installed in concrete base materials in resistance -rated membrane, are protected by holes predrilled in accordance with the instructions approved fire - resistance -rated materials, or have been described in Figure 5. evaluated for resistance to fire exposure in 5.5 Loads applied to the anchors must be adjusted in accordance with recognized standards. accordance with Section 1605.2 of the 2000, 2003 or • Anchors are used to support nonstructural elements. 2006 IBC or Sections 1612.3 or 1909.2 of the UBC for 5.14 Since an ICC -ES acceptance criteria for evaluating data strength design and in accordance with Section 1612.3 to determine the performance of adhesive anchors of the UBC and Section 1605.3 of the 2000, 2003 or subjected to fatigue or shock loading is unavailable at 2006 IBC for allowable stress design. this time, the use of these anchors under such 5.6 Hilti HIT -RE 500 -SD adhesive anchors are recognized conditions is beyond the scope of this report. for use to resist short- and long-term loads, including 5.15 Use of zinc-plated carbon steel anchors is limited to dry, wind and earthquake, subject to the conditions of this interior locations. report. 5.7 In structures assigned to Seismic Design Category C, D, 5.16 Special inspection and jobsite quality assurance must E or F under the IBC or IRC, or Seismic Zone 2B, 3, or be provided in accordance with Sections 4.4 and 4.5, 4 under the UBC, anchor strength must be adjusted in respectively. accordance with 2006 IBC Section 1908.1.16. 5.17 Hilti HIT -RE 500 -SD adhesives are manufactured by 5.8 Hilti HIT -RE 500 -SD adhesive anchors are permitted to Hilti GmbH, Kaufering, Germany, with quality control be installed in concrete that is cracked or that may be inspections by Underwriters Laboratories Inc. (AA -637). expected to crack during the service life of the anchor, 5.18 Hilti HIS -N and HIS -RN inserts are manufactured by Hilti subject to the conditions of this report. (China) Ltd., Guangdong, China, with quality control 5.9 Strength design values are established in accordance inspections by Underwriters Laboratories Inc. (M-637). with Section 4.1 of this report. 6.0 EVIDENCE SUBMITTED 5.10 Allowable design values are established in accordance Data in accordance with the ICC -ES Acceptance Criteria for with Section 4.2 of this report. Post - installed Adhesive Anchors in Concrete (AC308), dated 5.11 Minimum anchor spacing and edge distance as well as October 2007. minimum member thickness must comply with the 7.0 IDENTIFICATION values described in this report. 7.1 Hilti HIT -RE 500 -SD adhesive is identified by packaging 5.12 Prior to installation, calculations and details labeled with the manufacturer's name (Hilti Corp.) and demonstrating compliance with this report must be address, anchor name, evaluation report number submitted to the building official. The calculations and (ICC -ES ESR- 2322), and the name of the inspection details must be prepared by a registered design agency (Underwriters Laboratories Inc.). professional where required by the statutes of the jurisdiction in which the project is to be constructed. 7.2 HIS -N and HIS -RN inserts are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and 5.13 Where not otherwise prohibited in the code, Hilti HIT -RE address, anchor name, evaluation report number 500 -SD adhesive anchors are permitted for use with (ICC -ES ESR- 2322), and the name of the inspection fire - resistance -rated construction provided that at least agency (Underwriters Laboratories Inc.). one of the following conditions is fulfilled: 7.3 Threaded rods, nuts, washers, bolts, cap screws, and • Anchors are used to resist wind only. deformed reinforcing bars are standard elements and • Anchors that support fire- resistance -rated construction must conform to applicable national or international or gravity load- bearing structural elements are within specifications. a fire - resistance -rated envelope or a fire- Page 6 of 52 ESR -2322 c BOLT OR � - STUD ALL - THREAD Tax I Tmax OR REBAR HILTI HIS /HIS -R s INTERNALLY 1111 1111 THREADED - I [- -- – i INSERT ne, nel + n y�. THREADED ROD /REINFORCING BAR HIS AND HIS -R INSERTS FIGURE 1— INSTALLATION PARAMETERS TABLE 1— DESIGN TABLE INDEX Threaded rod Hilti HIS internally Deformed reinforcement Design strength' threaded insert fractional metric fractional metric Fractional metric Canadian Steel Nse, Vsa Table 7 Table 11 Table 15 Table 19 Table 23 Table 27 Table 31 Concrete N " NSb, NSb9, N`b, N`b9, V`° Table 8 Table 12 Table 16 Table 20 Table 24 Table 24 Table 32 Vag, Vca Vag hammer - drilled Table 9 Table 13 Table 17 Table 21 Table 25 Table 29 Table 33 holes Bond N N diamond cored Table 10 Table 14 Table 18 Table 22 Table 26 Table 30 Table 34 holes Ref. ACI 318 -05 D.4.1.2 2 See Section 4.1 of this evaluation report Page 7 of 52 ESR -2322 TABLE 2— SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS' Minimum Minimum specified Reduction Elongation specified yield of Area, s THREADED ROD SPECIFICATION ultimate strength 0.2 f , min. s min. Specification for nuts strength, f percent percent percent offset, f ASTM A 193 Grade B7 psi 125,000 105,000 5 2 -1/2 in. 5 64 mm) 1.19 16 50 ASTM A 563 Grade DH ( ) (MPa) (862) (724) ASTM F 568M Class 5.8 MPa 500 400 DIN 934 (8 -A2K) M5 (1/4 in.) to M24 (1 in.) 1.25 10 35 (equivalent to ISO 898 -1) (psi) (72,500) (58,000) ASTM A 563 Grade DH' MPa 800 640 ISO 898 -1 Class 8.8 1.25 12 52 DIN 934 (8 -A2K) (psi) (116,000) (92,800) 1 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. 2 Standard Specification for Alloy -Steel and Stainless Steel Bolting Materials for High - Temperature Service 3 Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners 4 Mechanical properties of fasteners made of carbon steel and alloy steel – Part 1: Bolts, screws and studs 5 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. 6 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. 'Nuts for fractional rods. TABLE 3— SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS' Minimum Minimum specified Reduction Elongation, specified yield of Area, 4 THREADED ROD SPECIFICATION ultimate strength 0.2 fa min. min. Specification for nuts strength, f„ percent percent percent offset, f ASTM F 593 CW1 (316) psi 100,000 65,000 ASTM F 594 1/4 to 5/8 in. 1.54 20 - Alloy group 1, 2 or 3 (MPa) (689) (448) ASTM F 593 CW2 (316) psi 85,000 45,000 ASTM F 594 3/4 to 1 -1/2 in. (MPa) (586) (310) 1 89 25 Alloy group 1, 2, or 3 ISO 3506 -1 A4 -70 MPa 700 450 1.56 40 ISO 4032 - MS – M24 (psi) (101,500) (65,250) ISO 3506 -1 A4 -50 MPa 500 210 2.00 40 ISO 4032 - M27 – M30 (psi) (72,500) (30,450) 1 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. • 2 Standard Steel Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs 3 Mechanical properties of corrosion - resistant stainless steel fasteners – Part 1: Bolts, screws and studs 4 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. 1. Page 8 of 52 ESR -2322 ' 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, fu,., strength, f . Carbon Steel MPa 490 410 DIN EN 10277 -3 11SMnPb30 +c or DIN 1561 9SMnPb28K 3/8 and M8 to M10 (psi) (71,050) (59,450) Carbon Steel MPa 460 375 DIN EN 10277 -3 11SMnPb30 +c or DIN 1561 9SMnPb28K 1/2 to 3/4 and M12 to M20 (Psi) (66,700) (54,375) Stainless Steel MPa 700 350 EN 10088 -3 X5CrNiMo 17 -12 -2 (psi) (101,500) (50,750) TABLE 5— SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON BOLTS, CAP SCREWS AND STUDS FOR USE WITH HIS -N AND HIS -RN INSERTS'' Minimum Minimum specified yield Reduction BOLT, CAP SCREW OR STUD specified Elongation 5 SPECIFICATION ultimate strength 0 fna/fya , min. of Area, Specification for nuts strength futa percent offset min. f psi 120,000 92,000 SAE J429 Grade 5 1.30 14 35 SAE J995 (MPa) (828) (634) a psi 120,000 92,000 A 563 C, C3, D, DH, ASTM A 325 1/2 to 1 -in. 1.30 14 35 (MPa) (828) (634) DH3 Heavy Hex ASTM F A193 Grade B8M psi 110,000 95,000 (AISI 316) for use with HIS- 1.16 15 45 ASTM F 594 RN (MPa) (759) (655) Alloy Group 1, 2 or 3 ASTM F A193 Grade B8M psi 125,000 100,000 (AISI 316) for use with HIS- 1.25 12 35 ASTM F 594 RN (MPa) (862) (690) Alloy Group 1, 2 or 3 'Minimum Grade 5 bolts, cap screws or studs must be used with carbon steel HIS inserts. 2 Only stainless steel bolts, cap screws or studs must be used with HIS -R inserts. 3 Mechanical and Material Requirements for Externally Threaded Fasteners ° Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength 5 Standard Specification for Alloy -Steel and Stainless Steel Bolting Materials for High - Temperature Service 6 Nuts 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. Page 9 of 52 ESR -2322 TABLE 6— SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS Minimum Minimum REINFORCING BAR SPECIFICATION specified ultimate specified yield strength, f„ , strength, f ye psi 90,000 60,000 ASTM A 615' Gr. 60 (MPa) (620) (414) psi 60,000 40,000 ASTM A 615' Gr. 40 (MPa) (414) (276) MPa 550 500 DIN 488 BSt 500 (psi) (79,750) (72,500) MPa 540 400 CAN /CSA- G30.18 Gr. 400 (psi) (78,300) (58,000) Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement 2 Reinforcing steel; reinforcing steel bars; dimensions and masses 3 Billet -Steel Bars for Concrete Reinforcement Page 10 of 52 ESR -2322 - - TABLE 7 -STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD Nominal rod diameter (in.) - DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 7/8 1 1 -1/4 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. 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0.9691 Ase area (mm (50) (92) (146) (216) (298) (391) (625) Ib 5,620 10,290 16,385 24,250 33,470 43,910 70,260 Nominal strength as Ny e governed by steel (kN) (25.0) (45.8) (72.9) (107.9) (148.9) (195.3) (312.5) - strength Ib 2,810 6,175 9,830 14,550 20,085 26,345 42,155 Lri V m (kN) (12.5) (27.5) (43.7) (64.7) (89.3) (117.2) (187.5) 0 Reduction for seismic o s shear av,sels - 0.70 rn 00 Strength reduction factor CO for tension2 0 - 0.65 Strength reduction factor 0 for shear2 0 - 0.60 Ib 9,685 17,735 28,250 41,810 57,710 75,710 121,135 Nominal strength as Ns, governed by steel (kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) (538.8) - - - strength Ib 4,845 10,640 16,950 25,085 34,625 45,425 72,680 Vsa m (kN) (21.5) (47.3) (75.4) (111.6) (154.0) (202.1) (323.3) M - Reduction for seismic < shear aV,sels - 0.70 2 r Q Strength reduction factor 0 for tension2 0 - 0.75 Strength reduction factor 0 for shear2 0 - 0.65 Ib 7,750 14,190 22,600 28,430 39,245 51,485 82,370 Nominal strength as N5 d (kN) (34.5) (63.1) (100.5) (126.5) (174.6) (229.0) (366.4) `" co governed by steel - - - c strength Ib 3,875 8,515 13,560 17,060 23,545 30,890 49,425 • Vsa co (kN) (17.2) (.37.9) (60.3) (75.9) (104.7) (137.4) (219.8) Reduction for seismic 0 av seis - 0.70 c ,; shear rn u- Strength reduction factor 2 ¢ for tension2 0 - 0.75 co < Strength reduction factor 0 for shear2 0 - 0.65 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 are based on specified strengths and calculated in accordance with ACI 318 -05 Eq. (D -3) and Eq. (D -20). Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 -05 9.2, as set forth in ACI 318 -05 D.4.4. Page 11 of 52 ESR -2322 TABLE 8— CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT' Nominal rod diameter (in.) DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 7/8 1 1 -1/4 Effectiveness factor for in-lb 17 cracked concrete k `" (SI) (7.1) Effectiveness factor for in -lb 24 uncracked concrete kc,uncr (SI) (10) in. 1 -7/8 2 -1/2 3 -1/8 3 -3/4 4 -3/8 5 6 -1/4 Min. anchor spacing sm ;n (mm) (48) (64) (79) (95) (111) (127) (159) in. 1 -7/8 2 -1/2 3 -1/8 3 -3/4 4 -3/8 5 6 -1/4 Min. edge distance co*, (mm) (48) (64) (79) (95) (111) (127) (159) in. h 1 -1/4 Minimum member thickness hm;n h + 2d (mm) (h + 30) Critical edge distance — splitting cec - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure 0 - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 modes, Condition B 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 Ibf, 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.4.4. Page 12 of 52 ESR -2322 - TABLE 9 -BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) 3/8 1/2 5/8 3/4 7/8 1 1 -1/4 psi 1,090 1,075 1,045 1,000 920 850 730 Characteristic bond rkcr Q strength and minimum (MPa) (7.5) (7.4) (7.2) (6.9) (6.3) (5.9) (5.0) o, anchor embedment in - m cracked concrete in. 2.43 2.81 3.14 3.44 3.71 4.0 5.0 he %min 2 (mm) (62) (71) (80) (87) (94) (102) (127) m Psi 2,285 2,235 2,140 2,065 2,000 1,945 1,860 a Characteristic bond rk,uncr E strength and minimum (MPa) (15.7) (15.4) (14.8) (14.3) (13.8) (13.4) (12.8) 1- • anchor embedment in in. 2.43 2.81 3.14 3.44 3.71 4.0 5.0 uncracked concrete hekmin (mm) (62) (71) (80) (87) (94) (102) (127) _ Psi 445 430 380 345 315 295 260 Characteristic bond rk.cr Co strength and minimum (MPa) (3.1) (3.0) (2.6) (2.4) (2.2) (2.0) (1.8) o, anchor embedment in in. 1.73 2.20 3.61 3.01 3.50 4.0 5.0 m cracked concrete her,min N (mm) (44) (56) (66) (76) (89) (102) (127) T. Psi 790 770 740 715 690 670 645 T. ▪ Characteristic bond rk,uncr E strength and minimum (MPa) (5.4) (5.3) (5.1) (4.9) (4.8) (4.6) (4.4) • anchor embedment in in. 1.73 2.20 3.61 3.01 3.50 4.0 5.0 uncracked concrete het.min (mm) (44) (56) (66) (76) (89) (102) (127) Dry concrete Od - 0.65 0.65 0.65 0.65 0.55 0.55 0.55 N C Ows - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 Water- saturated - o concrete c Kws - 1.0 1.0 1.0 1.0 1.0 0.99 0.94 0 To otvf - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 c Water - filled hole °7 Kwr - 1.00 1.00 0.96 0.91 0.87 0.84 0.79 a N d E Ouw - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 r-) Underwater application K - 0.95 0.94 0.94 0.93 0.92 0.92 0.91 For SI: 1 inch F. 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 P <_ 4,500 psi. For the range 4,500 psi < P 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. 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. 3 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 diumal 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,seis = 0.65. Page 13 of 52 ESR -2322 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.) 3/8 1/2 5/8 3/4 7/8 1 1 -1/4 m psi 1,740 1,705 1,555 1,440 1,355 1,280 1,170 5 Characteristic bond zk,uncr Q strength and minimum (MPa) (12.0) (11.7) (10.7) (9.9) (9.4) (8.8) (8.1) a a> anchor embedment in in. 2.43 2.81 3.14 3.44 3.71 4.0 5.0 aEi rn uncracked concrete h 1- m (mm) (62) (71) (80) (87) (94) (102) (127) 2 psi 600 590 535 495 470 440 405 Characteristic bond tk,uncr m m strength and minimum (MPa) (4.1) (4.1) (3.7) (3.4) (3.2) (3.1) (2.8) rx a) anchor embedment in in. 1.57 2.0 2.5 3.0 3.5 4.0 5.0 g E. uncracked concrete he(min 1-- 2 (mm) (40) (51) (64) (76) (89) (102) (127) Dry concrete Od - 0.65 0.65 0.55 0.55 0.55 0.45 0.45 a) c . c n o c `= Ows - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 E ° o Water- saturated Zr) c o concrete n - 1.00 1.00 1.00 1.00 1.00 0.95 0.88 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 Ibf, 1 MPa = 145.0 psi Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 f 5 4,500 psi. For 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 5 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 such as wind and seismic, bond strengths may be increased 40 percent. 3 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. Page 14 of 52 ESR -2322 * 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 mm 36.6 58 84.3 157 245 353 459 561 Aye area (in. (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 Nsa govemed by steel (Ib) (4,114) (6,519) (9,476) (17,647) (27,539) (39,679) (51,594) (63,059) co V strength kN 9.0 14.5 . 25.5 47.0 73.5 106.0 137.5 168.5 V) (Ib) (2,057) (3,260) (5,685) (10,588) (16,523) (23,807) (30,956) (37,835) RS o Reduction for seismic • shear av,sels - 0.70 rn co O Strength reduction factor • 0 for tension2 0 - 0.65 Strength reduction factor 0 for shear2 0 - 0.60 kN 29.5 46.5 67.5 125.5 196.0 282.5 367.0 449.0 Nominal strength as N5 e (Ib) (6,582) (10,431) (15,161) (28,236) (44,063) (63,486) (82,550) (100,89 govemed by steel AN op strength kN 14.5 23.0 40.5 75.5 117.5 169.5 220.5 269.5 V u) (Ib) (3,291) (5,216) (9,097) (16,942) (26,438) (38,092) (49,530) (60,537) m U Reduction for seismic 00 shear av,sels - 0.70 rn ao O Strength reduction factor c 0 for tension2 0 - 0.65 Strength reduction factor 0 for shear2 0 - 0.60 kN 25.6 40.6 59.0 109.9 171.5 247.1 229.5 280.5 d Nominal strength as NS e (Ib) (5,760) (9,127) (13,266) (24,706) (38,555) (55,550) (51,594) (63,059) 2 governed by steel .c strength kN 12.8 20.3 35.4 65.9 102.9 148.3 137.7 168.3 V v (Ib) (2,880) (4,564) (7,960) (14,824) (23,133) (33,330) (30,956) (37,835) Q y Reduction for seismic 0.70 fQ shear a v,sers U cn Strength reduction factor E 0 for tension2 0 - 0.75 M On Strength reduction factor - 0 for shear2 0 0.65 For SI: 1 inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 1 MPa = 145.0 psi 1 Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 318 -05 Eq. (D -3) and Eq. (D -20). Nuts and washers must be appropriate for the rod. 2 For use with the Toad combinations of ACI 318 -05 9.2, as set forth in ACI 318 -05 D.4.4. 3 A4 -70 Stainless (M8- M24); A4 -502 Stainless (M27- M30) Page 15 of 52 ESR -2322 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 e , c , (in-lb) (17) Effectiveness factor for SI 10 uncracked concrete kc. uncr (in -Ib) (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 her + 30 Minimum member thickness h,, h + 2d (in.) (h 1 -1/4) Critical edge distance — splitting c - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure 0 - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 modes, Condition B 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 Ibf, 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. Page 16 of 52 ESR -2322 - • 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 7.5 7.5 7.5 7.2 6.5 6.0 5.5 5.5 Characteristic bond zk.cr Q strength and minimum (psi) (1,092) (1,092) (1,092) (1,044) (972) (877) (831) (768) o anchor embedment in mm 57 63 69 80 89 98 108 120 c cracked concrete hel,min IL) (in.) (2.23) (2.49) (2.73) (3.15) (3.52) (3.86) (4.25) (4.72) E MPa 15.5 15.5 15.5 15.0 14.0 13.5 13.5 13.0 n Characteristic bond rkuncr E strength and minimum (psi) (2,264) (2,264) (2,264) (2,142) (2,039) (1,974) (1,927) (1,880) H anchor embedment in uncracked concrete mm 57 63 69 80 89 98 108 120 h el, min (in.) (2.23) (2.49) (2.73) (3.15) (3.52) (3.86) (4.25) (4.72) MPa 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Characteristic bond Tk,cr co strength and minimum (psi) (444) (444) (444) (379) (336) (303) (287) (268) o, anchor embedment in mm 40 46 53 67 80 96 108 120 m cracked concrete hel,min d (in.) (1.57) (1.80) (2.10) (2.62) (3.15) (3.78) (4.25) (4.72) MPa 5.5 5.5 5.5 5.0 5.0 4.5 4.5 4.5 as n Characteristic bond Tic uncr E strength and minimum (psi) (781) (781) (781) (739) (704) (681) (665) (649) • anchor embedment in mm 40 46 53 67 80 96 108 120 uncracked concrete he( (in.) (1.57) (1.80) (2.10) (2.62) (3.15) (3.78) (4.25) (4.72) Dry concrete yid - 0.65 0.65 0.65 0.65 0.65 0.55 0.55 0.55 0 C Ows - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 Water- saturated o concrete ws - 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.95 0 to To" - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 c_ Water - filled hole °J K„. - 1.00 1.00 1.00 0.96 0.90 0.86 0.83 0.81 N N E 0.. - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 d Underwater application /G. - 0.95 0.95 0.95 0.94 0.93 0.92 0.92 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 Ibf, 1 MPa = 145.0 psi 1 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' s 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. 2 Characteristic bond strengths are for sustained loads including dead and live Toads. For load combinations consisting of short -term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 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 u.N,seis = 0.65. Page 17 of 52 ESR -2322 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 2 MPa 12.0 12.0 12.0 10.5 9.5 9.0 8.5 8.5 3 Characteristic bond Tk,uncr m Q strength and minimum (psi) (1,740) (1,740) (1,740) (1,553) (1,413) (1,310) (1,254) (1,197) a m anchor embedment in mm 56 63 69 80 89 98 108 120 G , E E uncracked concrete horn/. (in.) (2.19) (2.49) (2.73) (3.15) (3.52) (3.86) (4.25) (4.72) 2 MPa 4.0 4.0 4.0 3.5 3.5 3.0 3.0 3.0 Characteristic bond rk,uncr E m strength and minimum (psi) (601) (601) (601) (536) (488) (452) (433) (413) a w anchor embedment in mm 40 41 48 64 80 96 108 120 g c uncracked concrete he %min 1-- 2 (in.) (1.57) (1.61) (1.89) (2.52) (3.15) (3.78) (4.25) (4.72) Dry concrete ¢e - 0.65 0.65 0.65 0.55 0.55 0.55 0.45 0.45 dc cn - oc in o y `° = ¢ - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 E 2. c Water- saturated a E. ° concrete K - 1.00 1.00 1.00 1.00 1.00 0.97 0.93 0.90 For SI: 1 inch e 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 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 < f s 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. 2 Characteristic 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. 3 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. • n Page 18 of 52 ESR -2322 - • TABLE 15 -STEEL 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 1/2 5/8 % 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 e in. 4.33 4.92 6.69 8.07 mm) (110) (125) (170) (205) Bolt effective cross - sectional (mm) 0.0775 0.1419 0.2260 0.3345 Ase area (mm (50) (92) (146) (216) HIS insert effective cross- in. 0.178 0.243 0.404 0.410 sectional area Ainsert 2 (mm) (115) (157) (260) (265) Ib 9,295 17,020 27,110 40,120 Nominal strength as Nsa governed by steel (kN) (41.3) (75.7) (120.6) (178.5) strength - A 193 B7 Ib 5,575 10,210 16,265 24,075 bolt/cap screw Vsa (kN) (24,8) (45.4) (72.3) (107.1) m Nominal strength as Ib 12,650 16,195 26,925 27,360 rn govemed by steel N Q strength - HIS -N insert (kN) (56.3) (72.0) (119.8) (121.7) 1- Reduction for seismic (n av,sefs - 0.70 Q shear Strength reduction factor 0 for tension2 0 - 0.75 Strength reduction factor - 0 for shear2 0 0.65 Nominal strength as Ib 7,750 14,190 22,600 28,430 govemed by steel Ns a strength - ASTM F A193 (kN) (34.5) (63.1) (100.5) (126.5) c Grade B8M SS bolt/cap vsa Ib 4,650 8,515 13,560 17,060 2 screw (kN) (20.7) (37.9) (60.3) (75.9) m Nominal strength as m 9 Ib 18,070 24,645 40,975 41,640 governed by steel Nsa O strength - HIS -RN insert (kN) (80.4) (109.6) (182.3) (185.2) rn Reduction for seismic 0.70 - Q shear av,sers u_ H Strength reduction factor Q 0 for tension2 0 0.65 Strength reduction factor 0 for shear2 0 - 0.60 For SI: 1 inch a 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 Ibf, 1 MPa = 145.0 psi 'Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318 -05 Eq. (D -3) and Eq. (D -20). Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 -05 9.2, as set forth in ACI 318 -05 D.4.4. Values correspond to a ductile steel element. • • Page 19 of 52 ESR -2322 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 1/2 5/8 '/, in. 4 -3/8 5 6 -3/4 8 -1/8 Effective embedment depth h (mm) (110) (125) (170) (205) Effectiveness factor for in-lb 17 cracked concrete k `" (SI) (7.1) Effectiveness factor for in-lb 24 uncracked concrete k `" "" (SI) (10) in. 3 -1/4 4 5 5 -1/2 Min. anchor spacing Smi" (mm) (83) (102) (127) (140) in. 3 -1/4 4 5 5 -1/2 Min. edge distance cmin (mm) (83) (102) (127) (140) in. 5.9 6.7 9.1 10.6 Minimum member thickness N (mm) (150) (170) (230) (270) Critical edge distance — splitting c - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure 0 - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 modes, Condition B . For SI: 1 inch 5 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 Ibf, 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. Page 20 of 52 ESR -2322 - ' • TABLE 17 -BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT HILTI HIS -N AND HIS -RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT 1,4 . DESIGN INFORMATION Symbol Units Nominal bolt/cap screw diameter (in.) 3/8 1/2 5/8 3 /4 in. 4 -3/8 5 6 -3/4 8 -1/8 Effective embedment depth h (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) 2 Characteristic bond psi 1040 955 845 805 n Q strength in cracked rk,cr d • rn concrete (MPa) (7.2) (6.6) (5.8) (5.6) E Characteristic bond psi 2125 2030 1945 1910 F strength in uncracked rk,uncr concrete (MPa) (14.6) (14.0) (13.4) (13.2) - IL' Characteristic bond psi 375 330 290 280 • strength in cracked rk,°r m concrete (MPa) (2.6) (2.3) (2.0) (1.9) E Characteristic bond psi 735 700 670 660 m ` strength in uncracked rk.uncr ~ concrete (MPa) (5.1) (4.8) (4.6) (4.5) Dry concrete yid - 0.65 0.65 0.55 0.55 in - C o 5 - 0.45 0.45 0.45 0.45 Water- saturated o concrete c lc. - 1.00 1.00 0.99 0.97 0 tTi Ta 0w4 - 0.45 0.45 0.45 0.45 CI) _ Water - filled hole - °' K„.r - 0.95 0.89 0.84 0.82 • N E 0uw - 0.45 0.45 0.45 0.45 a0 Underwater _ application x„„, - 0.93 0.93 0.92 0.92 For SI: 1 inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 1 MPa = 145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 1,5 4,500 psi. For the range 4,500 psi < fl 5 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. 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. 3 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,sers = 0.65. Page 21 of 52 ESR-2322 TABLE 18 -BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT HILTI HIS -N AND HIS -RN INSERTS • IN HOLES DRILLED WITH A CORE DRILL" DESIGN INFORMATION Symbol Units Nominal bolt/cap screw diameter (in.) 3 3/8 1/2 5/8 /, in. 4 -3/8 5 6 -3/4 8 -1/8 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 psi 1,535 1,405 1,280 1,235 Q Characteristic bond n o , strength in uncracked Tk,uncr E m concrete (MPa) (10.6) (9.7) (8.8) (8.5) H �,, psi 530 485 440 425 m m Characteristic bond CI o ) strength in uncracked Tk.unm E E concrete (MPa) (3.7) (3.3) (3.1) (2.9) Dry concrete Yid - 0.55 0.55 0.45 0.45 O C O 0 c `-° O„. - 0.45 0.45 0.45 0.45 E . Water- saturated a .2 8 concrete x„, - 1.00 1.00 0.95 0.92 For SI: 1 inch s 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 s 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. 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. 3 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. Page 22 of 52 ESR -2322 • TABLE 19 -STEEL DESIGN INFORMATION FOR METRIC HILT! HIS -N AND HIS -RN INSERTS' • Nominal bolt/cap screw diameter (mm) 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 e mm 90 110 125 170 205 (in.) (3.54) (4.33) (4.92) (6.69) (8.07) Bolt effective cross - sectional mm 36.6 58 84.3 157 245 area As e (in. (0.057) (0.090) (0.131) (0.243) (0.380) HIS insert effective cross- mm 51.5 108 169.1 256.1 237.6 sectional area Ainsert 2 (in.) (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 Vse co (Ib) (3,949) (6,259) (9,097) (16,942) (26,438) 06 N Nominal strength as kN 25.0 53.0 78.0 118.0 110.0 C6 governed by steel Nsa 0 strength - HIS -N insert (lb) (5,669) (11,894) (17,488) (26,483) (24,573) rn Reduction for seismic co shear awes 0.70 0.70 O Strength reduction factor 0 for tension2 0 - 0.65 Strength reduction factor 0 for shear2 0 - 0.60 Nominal strength as kN 25.5 40.5 59.0 110.0 171.5 governed by steel Nsa strength -ISO 3506 -1 (Ib) (5,760) (9,127) (13,266) (24,706) (38,555) Class A4 -70 Stainless kN 15.5 24.5 35.5 66.0 103.0 bolUca screw p V� (lb) (3,456) (5,476) (7,960) (14,824 • in ( (14,824) (23,133) ° Nominal strength as kN 36.0 75.5 118.5 179.5 166.5 Q governed by steel N strength - HIS -RN insert (Ib) (8,099) (16,991) (26,612) (40,300) (37,394) Le m . Reduction for seismic ay.sers 0.70 shear t Lc) Strength reduction factor 0 for tension2 0.75 co Strength reduction factor Oforshear2 0 - 0.65 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 Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 3.18-05 Eq. (D -3) and Eq. (D -20). Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 -05 9.2 as set forth in ACI 318 -05 D.4.4. Values correspond to a ductile steel element. Page 23 of 52 ESR -2322 TABLE 20— CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC HILT! HIS -N AND HIS -RN INSERTS 1 Nominal bolt/cap screw diameter (in.) DESIGN INFORMATION Symbol Units 8 10 12 16 20 - mm 90 110 125 170 205 Effective embedment depth h (in.) (3.5) (4.3) (4.9) (6.7) (8.1) Effectiveness factor for SI 7.1 cracked concrete k ` . " (in-lb) (17) Effectiveness factor for SI 10 uncracked concrete Kum' (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 Gnu, (in.) (2.5) (3.25) (4.0) (5.0) (5.5) mm 120 150 170 230 270 Minimum member thickness N (in.) (4.7) (5.9) (6.7) (9.1) (10.6) Critical edge distance — splitting caC - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure 0 - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 ____ modes, Condition B 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 Ibf, 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. Page 24 of 52 ESR -2322 . ' TABLE 21 -BOND STRENGTH DESIGN INFORMATION FOR METRIC HILTI HIS -N AND HIS -RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT 1 ' 4 Nominal bolt/cap screw diameter (in.) DESIGN INFORMATION Symbol Units 8 10 12 16 20 mm 90 110 125 170 205 Effective embedment depth h (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) Ell Characteristic bond MPa 7.5 7.0 6.5 6.0 5.5 3 Q strength in cracked rk,c, E concrete (psi) (1,080) (1,040) (957) _ (845) (806) E Characteristic bond MPa 15.5 14.5 14.0 13.5 13.0 F 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 0 strength in cracked rk,c, E' m concrete (psi) (433) (374) (330) (292) (278 ) 0 n c Characteristic bond MPa 5.5 5.0 5.0 4.5 4.5 m 2 strength in uncracked rk,unc, ~ concrete (psi) (775) (733) (701) (672) (659) • Dry concrete Od - 0.65 0.65 0.65 0.55 0.55 to C ,k - - y ews - 0.55 0.45 0.45 0.45 0.45 Water- saturated o concrete c x - 1.00 1.00 1.00 0.99 0.97 0 Ta - 0.45 0.45 0.45 0.45 0.45 c Water - filled hole - °' IC. - 1.00 0.95 0.89 0.84 0.82 N E O 0.45 0.45 0.45 0.45 0.45 a Underwater application /c,,,, - 0.94 0.93 0.93 0.92 0.92 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 Ibf, 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 < P 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. 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. 3 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 ar,.ses = 0.65. Page 25 of 52 ESR -2322 TABLE 22 -BOND STRENGTH DESIGN INFORMATION FOR METRIC HILTI HIS -N AND HIS -RN INSERTS IN HOLES - DRILLED WITH A CORE DRILL 1.4 Nominal bolt/cap screw diameter (in.) DESIGN INFORMATION Symbol Units 8 10 12 16 20 mm 90 110 125 170 205 Effective embedment depth h (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) E Q Characteristic bond MPa 12.0 10.5 9.5 9.0 8.5 n o, strength in uncracked rk, concrete (psi) (1,712) (1,534) (1,403) (1,282) (1,235) m Characteristic bond MPa 4.0 3.5 3.5 3.0 3.0 a) , - o , strength in uncracked rk,„, F m concrete (psi) (591) (530) (484) (442) (426) Dry concrete yid - 0.65 0.55 0.45 0.45 0.45 N c v, Z) o c y ,.. .9 `_ ¢,,. - 0.55 0.45 0.45 0.45 0.45 E Sri c Water- saturated E .E U concrete x;,.s - 1.0 1.0 1.0 0.95 0.92 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 Ibf, 1 MPa = 145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi 5 P, 5 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 < fc 5 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-temm loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 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 aN,sOIs = 0.65. Page 26 of 52 ESR -2322 • 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 3/4 7/8 1 1 -1/8 1 -1/4 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. 0.11 0.2 0.31 0.44 0.6 0.79 1.0 1.27 Ase area (mm (71) (129) (200) (284) (387) (510) (645) (819) Ib 6,600 12,000 18,600 26,400 36.000 47,400 60,000 76,200 Nominal strength as N58 9 (kN) (29.4) (53.4) (82.7) (117.4) (160.1) (210.9) (266.9) (339.0) governed by steel °v strength Ib 3,960 7,200 11,160 15,840 21,600 28,440 36,000 45,720 V t j (kN) (17.6) (32.0) (49.6) (70.5) (96.1) (126.5) (160.1) (203.4) in Reduction for seismic < shear ay.se�s - 0.70 2 Strength reduction ction factor 0 75 < 0 for tension Strength reduction factor 0 for shear2 0 - 0.65 Ib 9,900 18,000 27,900 39,600 54,000 71,100 90,000 114,300 Nominal strength as NS e governed by steel (kN) (44.0) (80.1) (124.1) (176.2) (240.2) (316.3) (400.4) (508.5) O strength Ib 5,940 10,800 16,740 23,760 32,400 42,660 54,000 68,580 CD Vsa (kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.1) "' Reduction for seismic ay.sefs - m 0.70 Q shear 2 Strength reduction factor - < 0 for tension2 0.75 Strength reduction factor - 0 for shear2 0 0.65 For SI: 1 inch s 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 -05 Eq. (D -3) and Eq. (D -20). Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 -05 9.2, as set forth in ACI 318 -05 D.4.4. Page 27 of 52 ESR -2322 TABLE 24— CONCRETE BREAKOUT 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 Effectiveness factor for in-lb 17 cracked concrete k` (SI) (7.1) Effectiveness factor for in-lb 24 uncracked concrete k` ' " "" (SI) (10) in. 1 -7/8 2 -1/2 3 -1/8 3 -3/4 4 -3/8 5 5 -5/8 6 -1/4 Min. bar spacing Smin (mm) (48) (64) (79) (95) (111) (127) (143) (159) in. 1 -7/8 2 -1/2 3 -1/8 3 -3/4 4 -3/8 5 5 -5/8 6 -1/4 Min. edge distance cmin (mm) (48) (64) (79) (95) (111) (127) (143) (159) • in. h + 1 -1/4 Minimum member thickness hmin h +2d (mm) (he + 30) Critical edge distance — splitting cdC - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure 0 - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 modes, Condition B 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 Ibf, 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. • Page 28 of 52 ESR -2322 , 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 Characteristic bond rk,c, E strength and minimum (MPa) (7.5) (7.4) (7.2) (6.9) (6.3) (5.9) (5.5) (5.0) o anchor embedment in E s • cracked concrete in 2.43 2.81 3.14 3.44 3.71 4.00 4.50 5.00 he %min E (mm) (62) (71) (80) (87) (94) (102) (114) (127) E psi 2,265 2,235 2,145 2,065 2,000 1,945 1,900 1,860 o Characteristic bond rk,uncr E strength and minimum (MPa) (15.6) (15.4) (14.8) (14.3) (13.8) (13.4) (13.1) (12.8) 1- anchor embedment in in. 2.43 2.81 3.14 3.44 3.71 4.00 4.50 5.00 uncracked concrete hermin (mm) (62) (71) (80) (87) (94) (102) (114) (127) psi 444 431 379 345 316 294 276 260 Characteristic bond rk.cr co strength and minimum (MPa) (3.1) (3.0) (2.6) (2.4) (2.2) (2.0) (1.9) (1.8) a anchor embedment in in. 1.73 2.20 2.61 3.00 3.50 4.00 4.50 5.00 m cracked concrete her,min m (mm) (44) (56) (66) (76) (89) (102) (114) (127) E psi 781 772 739 714 691 672 656 643 n Characteristic bond rkuncr E strength and minimum (MPa) (5.4) (5.3) (5.1) (4.9) (4.8) (4.6) (4.5) (4.4) F anchor embedment in in. 1.73 2.20 2.61 3.00 3.50 4.00 4.50 5.00 uncracked concrete h orny , (mm) (44) (56) (66) (76) (89) (102) (114) (127) Dry concrete yid - 0.65 0.65 0.65 0.65 0.55 0.55 0.55 0.55 N C 0,,. - 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45 Water- saturated o concrete c x s - 1.00 1.00 1.00 1.00 1.00 0.99 0.97 0.94 0 a Ayr - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 c Water- filled hole - °' a rc - 1.00 1.00 0.96 0.91 0.87 0.84 0.82 0.79 y E Ouw - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 d Underwater application rc„ - 0.95 0.94 0.94 0.93 0.92 0.92 0.92 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 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi s f 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 5 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-terrn loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 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 aN,sels = 0.65. Page 29 of 52 ESR -2322 • TABLE 26 -BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES - DRILLED WITH A CORE DRILL'" 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 7 Characteristic bond Tk,uncr r strength and minimum (MPa) (12.0) (11.7) (10.7) (9.9) (9.4) (8.8) (8.4) (8.1) a a) anchor embedment in in. 2.43 2.81 3.14 3.44 3.71 4.00 4.50 5.00 0 c uncracked concrete hoGmin F - I2 (mm) (62) (71) (80) (87) (94) (102) (114) (127) 2 psi 600 590 535 495 470 440 425 405 o Characteristic bond Zk,uncr IL strength and minimum (MPa) (4.1) (4.1) (3.7) (3.4) (3.2) (3.1) (2.9) (2.8) o. a) anchor embedment in in. 1.57 2.00 2.50 3.00 3.50 4.00 4.50 5.00 m c uncracked concrete h I f0 (mm) (40) (51) (64) (76) (89) (102) (114) (127) Dry concrete Od - 0.65 0.65 0.55 0.55 0.55 0.45 0.45 0.45 N C N o c v): . 2 ` O, - 0.65 0.55 0.55 0.55 0.45 0.45 0.45 0.45 E y 73 Water- saturated a_ S 0 concrete x s - 1.00 1.00 1.00 1.00 1.00 0.95 0.91 0.88 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 Ibf, 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 < f, s 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. 2 Characteristic bond strengths are for sustained loads including dead and live loads. For Toad combinations consisting of short-term Toads only such as wind and seismic, bond strengths may be increased 40 percent. 3 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 diumal 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. Page 30 of 52 ESR -2322 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 mm 50.3 78.5 113.1 153.9 201.1 314.2 490.9 615.8 804.2 Asa area (in. (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 Nominal strength as Nsa 9 (Ib) (6,215) (9,711) (13,984) (19,034) (24,860) (38,844) (60,694) (76,135) (99,441) governed by steel o o� strength kN 16.5 26.0 37.5 51.0 66.5 103.0 162.0 203.0 265.5 Vsa el (Ib) (3,729) (5,827) (8,390) (11,420) (14,916) (23,307) (36,416) (45,681) (59,665) in I ro Reduction for seismic m shear aV,sals - 0.70 co oo Z Strength reduction factor E ¢ for tension2 - 0.65 Strength reduction factor 0 for shear2 0.60 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 Ibf, 1 MPa = 145.0 psi ' Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318 -05 Eq. (D -3) and Eq. (D -20). Other material specifications are admissible. Nuts and washers must be appropriate for the rod. 2 For use with the load combinations of ACI 318 -05 9.2, as set forth in ACI 318 -05 D.4.4. • Page 31 of 52 ESR -2322 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 10 12 14 16 20 25 28 32 Effectiveness factor for SI 7.1 cracked concrete k `" (in-lb) (17) Effectiveness factor for SI 10 uncracked concrete k " "" (in-lb) (24) mm 40 50 60 70 80 100 125 140 160 Min. bar spacing 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 distance Calm in (2.4) (2.8) (3.1 ( .) (1 .6) (2) (2.4 (3.1) (3.9) (4.9) (5.5) (6.3) mm he + 30 Minimum member thickness h min h + 2d (in.) (h 1 -1/4) Critical edge distance — splitting Cac - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure 0 - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 modes, Condition B For SI: 1 inch s 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 'Additional setting information is described in Figure 5, installation instructions. 2 Values provided for post - installed anchors installed under Condition B without supplementary reinforcement. Page 32 of 52 ESR -2322 TABLE 29 -BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT''' 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 Characteristic bond rk.cr Q strength and minimum (psi) (1,092) (1,092) (1,092) (1,068) (1,044) (972) (862) (806) (732) o, anchor embedment in m • cracked concrete mm 57 63 69 75 80 89 100 112 128 he %min E (in.) (2.23) (2.49) (2.73) (2.95) (3.15) (3.52) (3.94) (4.41) (5.04) 2 io MPa 15.5 15.5 15.5 15.0 15.0 14.0 13.5 13.0 13.0 0 Characteristic bond rk,uncr E strength and minimum (psi) (2,264) (2,264) (2,264) (2,198) (2,142) (2,039) (1,955) (1,908) (1,862) F anchor embedment in mm 57 63 69 75 80 89 100 112 128 uncracked concrete he%min (in.) (2.23) (2.49) (2.73) (2.95) (3.15) (3.52) (3.94) (4.41) (5.04) MPa 3.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Characteristic bond rk,c, m strength and minimum (psi) (444) (444) (444) (410) (379) (336) (298) (278) (260) o, anchor embedment in mm 40 46 53 60 67 80 100 112 128 m cracked concrete2 her,min E (in.) (1.57) (1.80) (2.10) (2.37) (2.62) (3.15) (3.94) (4.41) (5.04) E MPa 5.5 5.5 5.5 5.0 5.0 5.0 4.5 4.5 4.5 a Characteristic bond rk,uncr E strength and minimum (psi) (781) (781) (781) (759) (739) (704) (675) (659) (643) • anchor embedment in mm 40 46 53 60 67 80 100 112 128 uncracked concrete hel,min (in.) (1.57) (1.80) (2.10) (2.37) (2.62) (3.15) (3.94) (4.41) (5.04) Dry concrete Qd - 0.65 0.65 0.65 0.65 0.65 0.55 0.55 0.55 0.55 N C O„. - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45 Water- saturated o concrete c ro - 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.94 0.94 0 co �a O,..r - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 in Water - filled hole - °7 a n„f - 1.00 1.00 1.00 0.96 0.93 0.87 0.82 0.79 0.79 y E 0, - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 d Underwater application Ki - 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 Ibf, 1 MPa = 145.0 psi 1 Bond strength values correspond to concrete compressive strength in the range 2,500 psi s f', 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 < f' 5 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. 3 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 diumal 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 aN,seis = 0.65. Page 33 of 52 ESR - 2322 TABLE 30 -BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED • WITH A CORE DRILL" Bar size DESIGN INFORMATION Symbol Units - 8 10 12 14 16 20 25 28 32 E MPa 12.0 12.0 12.0 11.5 10.5 9.5 9.0 8.5 8.0 w Characteristic bond Ticuncr a`�i Q strength and minimum (psi) (1,740) (1,740) (1,740) (1,637) (1,553) (1,413) (1,291) (1,235) (1,169) o a anchor embedment in mm 56 63 69 75 80 89 100 110 130 a) c uncracked concrete het min I- m (in.) (2.19) (2.49) (2.73) (2.95) (3.15) (3.52) (3.94) (4.41) (5.04) 2 MPa 4.0 4.0 4.0 4.0 3.5 3.5 3.0 3.0 3.0 z Characteristic bond rk,uncr to m strength and minimum (psi) (601) (601) (601) (565) (536) (488) (446) (426) (404) n a) anchor embedment in mm 40 41 48 56 64 80 100 112 128 F untracked concrete her min . in (1.57) (1.61) (1.89) (2.20) (2.52) (3.15) (3.94) (4.41 ( ) . . ( ) . . (4.41) (5.04) Dry concrete Od - 0.65 0.65 0.65 0.55 0.55 0.55 0.45 0.45 0.45 0 C N - 0 C .N w= ,0 `° q,,,s - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 0.45 E N o Water- saturated d C U concrete x - 1.0 1.0 1.0 1.0 1.0 1.0 0.92 0.88 0.88 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 Ibf, 1 MPa = 145.0 psi 1 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 < fc 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. 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. 3 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. Page 34 of 52 ESR -2322 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 mm 100.3 201.1 298.6 498.8 702.2 area A s a (in. (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 � 9 (lb) (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 Vsa o (lb) (7,305) (14,645) (21,753) (36,329) (51,144) P Reduction for seismic < shear ay.sers 0.70 U Strength reduction factor 0 for tension2 ¢ - 0.65 Strength reduction factor 0 for shear2 0 0.60 For SI: 1 inch E 25.4 mm, 1 Ibf = 4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 Ibf, 1 MPa = 145.0 psi 'Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 318 -05 Eq. (D -3) and Eq. (D -20). Other material specifications are admissible. Use nuts and washers appropriate for the rod strength. 2 For use with the load combinations of ACI 318 -05 9.2, as set forth in ACI 318 -05 D.4.4. Page 35 of 52 ESR -2322 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 ne,Cr (in-lb) (17) Effectiveness factor for SI 10 uncracked concrete kc.uncr (in-lb) (24) mm 57 80 98 126 150 Min. bar spacing sm;n (in.) (2.2) (3.1) (3.8) (5.0) (5.9) mm 57 80 98 126 150 Min. edge distance cm;n (in.) (2.2) (3.1) (3.8) (5.0) (5.9) mm h + 30 Minimum member thickness hmo h + 2d (in.) (h + 1 -1/4) Critical edge distance — splitting ceC - See Section 4.1.10 of this report. (for uncracked concrete) Strength reduction factor for tension, concrete failure ¢ - 0.65 modes, Condition B Strength reduction factor for shear, concrete failure 0 - 0.70 modes, Condition 8 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 'Additional setting information is described in Figure 5, installation instructions. 2 Values provided for post - installed anchors installed under Condition B without supplementary reinforcement. Page 36 of 52 ESR -2322 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 Characteristic bond Tk,cr Q strength and minimum (psi) (1,092) (1,044) (991) (852) (777) o, anchor embedment in f2 cracked concrete mm 67 80 88 101 120 h of. min E (in.) (2.65) (3.15) (3.48) (3.97) (4.71) 0 E MPa 15.5 15.0 14.0 13.5 13.0 o Characteristic bond zk,uncr E strength and minimum (psi) (2,264) (2,142) (2,058) (1,955) (1,880) F anchor embedment in mm 67 80 88 101 120 uncracked concrete hef,min (in.) (2.65) (3.15) (3.48) (3.97) (4.71) MPa 3.0 2.5 2.5 2.0 2.0 Characteristic bond rk,cr m strength and minimum (psi) (444) (379) (342) (294) (271) o, anchor embedment in mm 51 67 78 101 120 2 cracked concrete ha,,min E (in.) (2.00) (2.62) (3.07) (3.97) (4.71) MPa 5.5 5.0 5.0 4.5 4.5 a Characteristic bond tk, °n°, E strength and minimum (Psi) (781) _ (739) (710) (675) (649) anchor embedment in mm 51 67 78 101 120 uncracked concrete heL (in.) (2.00) (2.62) (3.07) (3.97) (4.71) Dry concrete yd - 0.65 0.65 0.65 0.55 0.55 ca c ¢„. - 0.55 0.45 0.45 0.45 0.45 Water- saturated o concrete o c x„, - 1.0 1.0 1.0 1.0 0.96 0 O..r - 0.45 0.45 0.45 0.45 0.45 c Water - filled hole - - d a Kwf - 1.00 0.96 0.91 0.85 0.81 N - 0.45 0.45 0.45 0.45 0.45 a) Underwater application x„ - 0.95 0.94 0.93 0.92 0.92 For SI: 1 inch E 25.4 mm, 1 Ibf = .4.448 N, 1 psi = 0.006897 MPa. For pound -inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi 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 < fc 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. 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. 3 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 aN,se,s = 0.65. Page 37 of 52 ESR -2322 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 2 MPa 12.0 10.5 10.0 9.0 8.5 2 Characteristic bond zk,uncr Q strength and minimum (psi) (1,740) (1,553) (1,431) (1,291) (1,197) a al anchor embedment in mm 67 80 88 101 120 0 c uncracked concrete hef..m;n 1- 2 (in.) (2.65) (3.15) (3.48) (3.97) (4.71) d MPa 4.0 3.5 3.5 3.0 3.0 = Characteristic bond Zk,uncr 1§7, strength and minimum (psi) (601) (536) (494) (446) (413) FL al anchor embedment in mm 45 64 78 101 120 E c uncracked concrete h I- ,- (in.) (1.78) (2.52) (3.07) (3.97) (4.71) Dry concrete and - 0.65 0.55 0.55 0.45 0.45 a o c N o `° a Ows - 0.55 0.45 0.45 0.45 0.45 E ti o Water- saturated d .s . concrete n„, - 1.00 1.00 1.00 0.96 0.90 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 Ibf, 1 MPa = 145.0 psi 1 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 < fc 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. 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. 3 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. r ^ y ` •riturrlumitturru I1 II PMP111111tt I11141rimite ffie NfiM4�MY! m0 %; _v - aktELM1 ikt∎.41t14 tRt1A I IINISMIMEMOMMI FIGURE 2 -HILTI HIT -RE 500 -SD ANCHORING SYSTEM & STEEL ELEMENTS. Page 38 of 52 ESR -2322 FIGURE 3 —FLOW CHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH Cracked Concrete :� �� • �, y Un cradled Concrete' 4 ` Hammer 'D Ted ▪ Hammer Drilled i Diamond Cored- Z Wat e ry Ury Water Water Under D, Water. c Saturated �� Saturated t ", Filled Water Satu rated_, M!s V ' V _ . 4D � WS C ws � 10R�ir 1PlS 4) 94 ( D : VYS "1N3: Q = Tkuncr tk.ancr Page 39 of 52 ESR -2322 Ca,min N A r r77. A193 B7 � AN. ALL - THREAD Tmax A Ccr,Na 1 s Q N ha, s./2 h I i'1i - d6i1 Ccr,Na Ccr,Na Ca,min A -A Dimensional Specifications /assumptions: parameters: ASTM A193 Grade 87 all- thread rods, UNC thread, A 563 Grade HD hex nuts. h = 9.0 M. Normal weight concrete, f' = 4,000 psi. s = 4.0 in. Seismic Design Category (SDC) 8 Ca,m;n = 2.5 in. No supplementary reinforcing in accordance with ACI 318 -05 D.1 will be provided. h = 12.0 in. Assume maximum short term (diurnal) base material temperature 5 100 ° F. d = 1/2 in. Assume maximum long term base material temperature 5. 80 ° F. Assume installation in dry concrete and hammer - drilled holes. Assume concrete will remain uncracked for service life of anchorage. Calculation in accordance with ACI 318 -05 Appendix D and this report ACI 318 Code Ref. Report Ref. Step 1. Check minimum edge distance, anchor spacing and member thickness: - cmin = 2.5 in. 5 ca,mi, therefore ok. - Table 8 smin = 2.5 in. 5 s therefore ok. - Table 8 h,„ = h + 1.25 = 9 + 1.25 = 10.25 in. <_ h therefore ok. - Table 8 Step 2. Calculate steel strength: N = n • A • fete D.5.1.2 - ASTM A 193 Grade 87 rods comply as ductile. , , 0 = 0.75 D.1 and D.4.4a) 0 N = o • n • A • f ate = 0.75 • 2 0.1419.125,000 = 26,606 lb = 26.6 k D.5.1.2 Table 7 or, using Table 7, . . • . O Nsa = 0.75.2.17,737 = 26.6 k Step 3. Determine concrete breakout strength: A NC N cbg ANCO Ycc,N • • Wed,N • • Wc,N • • Wcp,N • • N b D.5.2.1 and Eq. (D -5) A = ( 3 • h + 0(1.5 her + C a,mie) = (27 + 4)(13.5 + 2.5) = 496 in - - A N°o = 9 h = 729 in D.5.2.1 and Eq. (D -6) - FIGURE 4— DESIGN EXAMPLE , Page 40 of 52 ESR -2322 Calculation in accordance with ACI 318 -05 Appendix D and this report ACI 318 Code Ref. Report Ref. - 1 / ec,N = 1.0 no eccentricity of tension load with respect to tension - loaded anchors D.5.2.4 Wed,N - 0.7 +0 Ca,min for Ca,min < 1. he, D.5.2.5 and Eq. (D 1 .5 h e , 11) Ca,min= 2 . 5 < 1 . 5.4 . 5 - - Wed,N 0.7 +0.3. 2.5 1.5 9 =0.76 - - Y c,N = 1.0 uncracked concrete assumed Kum, = 24) D.5.2.6 Table 8 Determine cac: h + 5 (Ca, min ) 0.75 = 9.0 + 5 (2.5) =18.9 in. > 12.0 in.... c = 2.5 • he, D.5.2.7 Section 4.1.3 c = 2.5 (9.0 in.) = 22.5 in. max I ca,min r 1.5 • h max I2.5 ; 1.5.9I D. 5.2.7 and Eq. (D- For ca,min < C. Wcp,N = = = 0.60 - C 22.5 1 ) Nb = kc,uncr f ' c h S = 24 V4,000 • (9.0 )' 5 = 40,983 lb D.5.2.2 and Eq. (D -7) - N c50 = - 1.0.0.76.1.0.0.60 40,983 = 12,7151b - - 0 N cag = 0.65.12,715 = 8,265 lb = 8.3 k D.4.4c) - Step 4. Determine bond strength: N = ANa • N Section 4.1 N. A W ea Na • W g, Na • Wec,Na W p,Na • a0 Eq. (D -14b) Na0 Z k , uncr 2,235 Scr,N8 = min [20 d • 3h = 20 0.5 = 12.4 in. 1,450 ' e t 1, 450 Section 4.1 Table 9 3 h = 27 in. >_ 12.4 in..•. s cr.Ne = 12.4 in. C _ scrNa = 6.2 in. - Section 4.1 cr,Na - 2 Eq. (D -14i) A = + +c )= 143.0in2 - Se D Na cr,Na cr,Na a,min .5.3.7 A s 2 =154 in2 - Section 4.1 NaO = ( cr,Na) 0.5.3.7 For C a.min < C crNa ' Wed,Na = 0.7 + 0.3 • Ca,min - Section 4.1 C cr,Na Wed,Na = (0.7 +0.3.- = 0.82 Section 4.1 l _ kc . J 2 Section 4.1 r k,max,uncr - d uncr v h ef • f _ n • 0 5 9 = 2 psi - Table 8 / - /r„ Tk,uncr l 1 5 ( 2 , 235 1 15 Section 4.1 w g.Nad = V , I - VI - 1 . ( I =� ( � -1)• 2,899) =1.1 - I J Table 9 Z k,max,uncr 2, 899 1 FIGURE 4- DESIGN EXAMPLE (Continued) � u , Page 41 of 52 ESR -2322 Calculation in accordance with ACI 318 -05 Appendix D and this report ACI 318 Code Ref. Report Ref. 0.5 0. 5 Vg,Na — Vg,Na0 ±[( $ $ ( — �g,Na0 =1.13 + ( I (1 -1.13 =1.06 _ section 4.1 cr,Na ` J ec,Na = 1.0 no eccentricity - loading is concentric - - maxl Ca,min C or,Na l maxl 2.5 ; 6.21 _ 0.28 Wpr'a C ac 22.5 N e a = Tk, • rr • d • h = 2 , 2 3 5 ' 2,235 rr 0.5 9.0 = 31,610 lb - Section 4.1 Eq. (D -14j) A � Nag A Na N Na a W ed.Na W g,Na Wec,Na I p,Na Na0 Section 4.1 143.0 Eq. (D -14b) . N = •0.82.1.06.1.0 0.2831,610= 7,1341b 154.2 = 0.65 - Table 9 .•. 0 N = 0.65 7,134 = 4,637 lb = 4.6 k - Step 5. Determine controlling strength: D.4.1.2 - Steel strength 0 N = 26.6 k Concrete breakout strength 0 N = 8.3 k Bond strength 0 N ag = 4.6 k control s Step 6. Convert strength to ASD using factor provided in Section 4.2: N d = Nn — = 4 = N aiOow,ASD = a a 1.4 3 .3 k Section 4.2 • FIGURE 4— SAMPLE CALCULATION (Continued) • A Page 42 of 52 ESR -2322 ;. ,C. tr x a- " ! '' w :}alt a£ xr. � ?:" T „+e' '.. '- � 'Y F Nt 4 - x Tt.gp k n 4 , 5 ; ; x .rA "1 a £ 9 � ;-44.i.; . X , ` � r� i • 174';'''y,?,..,.',',., ,, " ' ▪ Ez 4 'tc ` t s r` ) 7" rr, r ` • ' , + � r , . • 4 d r N h 74: F °H I t s 4 1?, 4w r ` x.14 t e a �HIMHIy 1 Fxt ''' HI T - RE 5.00 ou-tr a. Su be Maenal Safety Data Sheet to this Dr�uct helaa ha dMp p ' { t +: Fa Md mlal Use 0 ly Kep out t he reach DI chlldre 1 fia Rf'., St r 1'y� . oar Corry eHa T1 inl4:leC t Urs,: Ct1 k " L y d t t I n R MUSP sc2R'2C Ic EE G URE n' at ca Y c E M1 t r[ 9f1 ^{'A� f C J 1 w ffff ' C m l aia s cu,ut anu rp tl A, ia^ 11'4 ...A- tr a9 'bs •+F' t • 4 . I '2 a II e y P E 3 s y u le Lmw c an cam P v P nC Pl D r I r � r>c�rt y ' ' E t 5 ri 1, c e}bA d( At 'thth A'4' la sat cam r �„ '..° 4 Mla,n t0 SC rq. -. YOII I. '.' t.+ I nstructl ons{foruse 'en h r• - First Aid. For eta . contact, f h.'h 1 hIhld'ger :4 ° e + l� t #n. 'r' {�' • k ,, E 4ics gar alt e0 [a 1 Jo h /F a 'taC f 'i r do J fl Ir cu od we,6 1 gsIPC. V plate. o.. ,..e rm •!' Mode d empI , y T M f r � . . i. 1� F medical t ,n rul.�, l,_ b 1} '^' HMI HFFRE 50050 Y7 J y ,••• '�,•� 7 '. Sereparter8la <urlaall'mape. ; 1. n s truccione s de use es, , ' t poo usage l o sU1el seukmut T I has del prooultdd�a 6 e des e 7 , , ,, '„ ,, I ,,, ans Y C: , per. f MUC 4 e U to P t O 1 o ('1 „,t . (t W F M .,, �1 . ,. t''_ t 0 t', R cm rla P 1 nl ( I . 'i' y 1 „ , ti u ary � p , i fiu amin d, 6ai t , 41 o K y y r y ri , L.0 .: ;i Rica tt Po II r c s e t ec t¢ t • 0 :-.. � ), r "G' �' .+ • i.t ,,,, I s< 1- rasa I u E n c. ter y E t P r, 1 W t ,+M ° n , W,` ° f f E.. N 'e I p E n h l t f le e In S•rP J y f ✓1'l i ,, , a '� a "'¢' 1 e j 5 PIItdIM olaa E'' ca I c re 6 'n(P 0 J C Pa'� L nu 1 .441:: t L , ' (�a ; `r y4 n' y1,�, I' ,a ?�(;: i:` U ler E p ,, s d r6 F e dd em m rr u 'y F' tt -; e „K P t 'tl . E� G.s c 'S :e a s l edwe F eC fly 1 p� g7 4 '{'r� f 1 u s un. E ca c' ge oon. oo re ceuc M1erre: r a e a oe I: n it k t 1 11,;,,,.,.; Y Pt 4 ti ,..�� a ..,, tt � � „ w ,fo}1 !, 4y�� a r � , i Xs7,, LL eur meec n 8+r, '= ±. a ab �l; r Him HIte R E500 -S0 r � � • ' ;. g ' j '�( 1 t r 44 '..., ` C RE lay Hain de dates de segmtdad pan esf prod n fee s Dnp. ,; , ra "' N , r' ,y � p r Y 1 Shco Para eIndusr I M rto 0 4 lado del alc ce de Im aoc ' ' M1 p k ., , „ 3 1 . 1 I Pel Ion Corrosive, N m 2 5 doted a tuatara, P sal . t i 'y .i � l. eY. � L� t q !. ` a 6mac C.I gel de los arc. Rego le 15G e e graces R t a N a a [, 1�" : # ,r � .^ :t1 JGG a algonu a k. ' Y Y Y t y "Ml"""'" ra ( Y #" �'' •�1 t r' - d . ..y Preca tldo. tt'dl a x p e. deeds Lo•tc h - ran l.• fe_y „ , . N 0 ,,,, µ , 0. , ' 1 R remelt E con., 0 1 Ot p t * P G e c21 , pM + 'Y M1 ie' ^Et y t J ai ,. E L01 d R o o U u 5 " ", MMMM � p f j '-T p " , pn er a Has Pal. N .mluag 9 n PM 15 > ' I f-',',, r y �r-1'L.�j( Y re+ , k V4 r 1 erT's on Ios Co. ( h r'OS A,tt encd e (a 2. at e { 044, 1 t,,‘ : 'C9 � CI ti ` $-4+ y . De co tome nos wsos de ogue - 4 com t con l p I facet ec re a a co P I ..t . ce r �,ta ty,' ,! - Y 'Y l k ,y , ac . dn nmealed . u rre is . , i• P ry Cr... L y 4 ap.r V : S t ei'' 4, x,, a tdp .F y $ . Hi111,lec.Nha.oa741a5i HIM Canada COry. /HIN Latin America sad ` t „t . -' �)�Y {+'_ =am y�a�,y ;r' Llaa,oK J J r 1 i I A t t j'7111-41' ' F $' r -w 0 , ' 4 , c . r 3 1 t tt, t T4� yt '•''..'•:: ' 2 i I .r r � a t e^" ,re 1' r 4 "t " p'' vrPr 0iIi +4',} 1 1:.2' •` ,• t + a, Tr'f. , , ' ! "" l r y f " r l i 5 j,. M1 , ;X :e, L C E 1 " ' 3 � ' . ,, 1 ; ; k e i • ' � y att. t! f ',e,';• t :14 A s 1 y erarm £ +'i� d � r l � trf 'E a ' � ti $ t� It t� Ye; ' i j 'an �"' ; a ' g 1+7 +a r At '' 'Pi"' ', I t .a 74 - 4, 1 • t y d '£ , d C}, � ' t q !t `q-P;1 t, i d ,• y dZ t'w y s x h 3v zf"' y rl 1 ) / ' , i "1 , "k Y ¢ { 1 } ` � Cr 4 '. t ▪ e b 8 & ` r r t a F c -* l I T ! 4‘.2405,,, v 4 ; • a a AIM t f `t ' 'l ekt tF } r t c n a yw " @ s +6 �� � � r M c aka M? � � t , � k �tf I 'd r 'k �� y tt 5e y , s .e ? d {y r * 1 7 y M1.ir ;.7f a 'Nb v Sire t c' a t. S a 5 #U� a t d �� r t 4 �,� 1 d q �' �Y �, i �a. <^t a r , A�"�'p� t�,� rt. 1 � t. y y„AP' 11 I 0, 'r d a s y ", 4 7� 4 8� 'J + �' ``t' it #, .:. p t ai.- 4-;' rS.+ ,; it,. to .` _;Iv, '',IP; a y , # ., '-'- i t , f ' r R '; ' '[t @ a" j 1.." " ,. 1 , 3 c • ''4',t- _ 7 ' r w + .I r -,''''''-/-16:1,/,;",3 ,>4., .'; r 4r , f f H 4 i. -1 .c' , 4 ; '. , ,,, „-, , #, I tt 3 r'c • yr` , 4y y- t 1 . - ee ' 4 rr _s ° � {l� a' ='; t t 6 a t :r 7y t ; t M1 kp1 °fi A � C fyI"i+-� 7 $r' e, ''t 4 t o yl' h .,.,-4.;" , l yr x 9:r a . � s ,"4.". e:y 17,' e '� Z`, ,; �t t ;; : ` ,, i : " ,, , „ 1 • .} " At :H dr ,1 . r' } i t s t a .$ e. $ a d �' , p i.} ,r x ' r�1 'VV . y n t ,( +i,+ . . r t f trd • m r a d } d'i T f s 'f z"sh � kfkf ' 8 � ' $ 4N: r �'^ • •t,. t t e y F a ° t' j 4 ^i • yL r x `. i Z 't t y "t xv£ d t6`' "aia , f ti f'•. vx Sf k V " r Jd i . y , Wh tw '4 ,r a xr tR r7 g y = t ne,m k'sn ai..44 r fi n x .•,71 ,g 'a'1,.:',' ` �' d � ' 44, .,4 7 7.p . ' - fl i a'�S'� 'c a d,,� r F } ,#t � ss� ,u 'n '� f S tE '.'4,7'.„„•'!" ,`� 'l� x . 4LIt' 4)1.1', - S. `_di sjc� 1t . in 4 ! L 'ft es2 " 'i. '� r y r' ,.c {, IN' a r 4 Mr,n y Ma y Its yn ft d. 1` ar '' ' t 'S+ a: ', 2 �Sr' ' �`' n :� i P 1. T r * r 11y ;kiy5.�� t;eq;4 ! §.; tL { Tar a tic y6Y; . t tc . itd , # 7 r g r* .,4 7h _ 0. Fy , . • ,`a ', r yj.�' ''Pa, n ,' { ' . . ? t t' P4., l l , a" `r• da >,rd 9R � ' S L� ,g y } ?.' , r � `- ``f d f:V,S� za f *".1,",:,.."..f.,, ' wD ''.. 4 js3) w O r r sr nn „ A aK '}�- v tj ' � I �; � � r , g , fi"�,` r �I)tL I''' t \ ' ' ' ' -' 474 1 ' :i, '-'..1,; y r � { , l r• i , a.7 ? l £ . ,i G{" d „ .,., ,, - wr yV,tr£d` r t f ' ,f r y a co l t K i ,... "v r(, r. t t ,, *,Kjl �?'. tl �a ' y t +i '� s, d �' t 9 a 140.`'.' • '1":',..,11' I3 d i"+ f ¢ r� i -,t >4:.r � r'L1r .Y.+c,' 1 r `Y y t�� y �4 'r ti, � iu t � t � �' , e �� a ,•- ; l ` j ,. 4 ," , i, .v ,ae4 ,fa' ,r +'i a +a"t � � .4b .41'. r " ..4 1 :4 4 1 � :r t k.;; , t-,:',;;',0 - . , ,- * e ▪ a N K �, aY? b z 1 r, P+ ee a c+ y r t o s -i b va p {'f " T b�° r F K 3 4 I .L -� e tic fit � a+- y `,� + ,; , �. ! M dp� "' t a iY' .'' 1 ir r tf + s . -' ,q r t 7 t1 7 ry: ■{ � "�� � b qt . 1 t '�t vac �,^E Kr trrr °F �r t't s ;} F-+, rr f t � t 1 4c. t r 1 7 ,41 r w +* .„ rt 1 y1,1 Y i';� R I -''Pe ,4.at 4t 4,.. m,. ▪ sy a , J,3 t 4 v' d' `1 :: f� a� Y f t'J it ? ,, .: r 4 1 V � , t , ,, : ▪ ga++ • _ . ` � 3 m, �w, e i I l tt, 1 , :, ,d y, � V'a,t* ` t "e ro 2r `.� t ``r41 y3 ".°..1 +j cod` t" 4 ry ' a ' tr{' t' fi Ea i p. "« t$* a m " , 0.. b r N c y s,. ' ns y w: sa d ,..„2.°°.,!‘.. ti d e i s ,34i,., 3'y'1 t , , 4 4 e r t C ; „,?..T4,0,0..,•4`*" N L t �> t { , t � t ` 1 , t , n :4..i,,,,- e �' -4' ` • • a r ^' , y ^hi '� •t h z' i s i t'' ,T gg U +. ' A fij; t ' e r, 5v ; n . S �` f; a >' .4" . 1 '� y ' ! 1. 1 '" - !. e1 ;1 ' 7 r n It ° C * • .3r` �7 t t '''' ' : e y `}r , 4 i 5f 4, t "'� d o e M : 4g t r -� r 1,51, e , ` .Lt i a ' . 4yg Q , t d' t1 : ' 1�7{ #'x rat t• �v' V ' T' ) ' F �a� '»+r g ,' a y: ■ . 1 .. d tM a".'t t ,. ;L rt r „ t f•j�f�t ;..1, � kG t > - , d �f f y{ t r, A 4 ▪ H. r 1 ra r ,>� %ka el ht� + i }+fi t• +t y 715� y Ir a ' ! t'P 1, "� �(� S�� "tR '1 .i f i r �, a:a p� b } lR k�, ' r' ld t; V s l 3 r • Il . r a j„ ' r y t "s r "ro ' a' 1 , s .3',I.r } ' ti ,grS , l x ,.Y• p t • ' r 94t - a • +! a i r.k ' L y 1' t f c • , ' "� . sr w , a t sat r ,y + v r a ', r' .� ,', 3 4 R + t S +° �t r i 4 !t� y ftpr c� ff d ,, (i t. ! ! t f ! j * ; f � r'ti .d J"uFa t Yd 'd P r t' '� '1 b y d h . 16 u w t at ry ts r r�'-t s � j M � E.r } �x i�ti'f .; C tr -" 1 It fit'W L 44 ( 4w N y r t' .4; t i 1yk a . f '" ' 4t ��� S S,.. c t t E y r )� t. r, . . 'd a ' ? ., +s { N Pe + z4' p � a � a = : ?!,*tI x.l+y -: d❑ . 3r+t g .l y tt • .l, ti � �`e" d s d.� "r .' ,. ":a5 U �YrrE *� .. Page 43 of 52 ESR -2322 Hilti HIT -RE 500 -SD Adhesive anchoring system for fastenings in normal weight concrete Prior to use of product follow instructions for use and recommended safety precautions. Check expiration date: See eviration date imprint on 104pac0 man iS tnth(Year), Do not use expired product Foil pack temperature: Must be between 417 and 104 °F (59 - 40`C) when in use. Base material temperature at time of installation: Must be between 419 and 110°F (59 - 439). Instructions for transport and storage: Keep in a cool. dry and dark place between 41 and 779 (59 - 25 9). Material Safety Data Sheet Review The MSDS before use. Installation instructions: Follow the pictograms 1 -14 for the sequence of operations and refer to tables 1 -4 for setting details. For any application not covered by this document (e.g. `h e l" beyond values specified in seeing details), contact Hilti. Installation flow chart Hammer Drilling Diamond Coring Hammer Drilling Check borehole D " - Water `" .D ;Water. Water filled . Submerged conditions satu s a t urated _ Borehole Cleaning Cleaning Cleaning Cleaning method 1 method 2 +1 method 2 instructions T Borehole conditions r, and dry ' and water - filled Installation Horizontal Overhead All direction and vertical directions r ' Drilling < 10 inch > 10 inch All drilling All drilling depth 1250 mm) j250 mm) depth depth Injection HIT SLIP HIT -S7JIP FIR -SZAP HIT -SZ1IP instructions not required recommended required required O Drill hole normal to the surface with a hammer drill set in rotation- hammer mode using an appropri- ately sized carbide drill bit, or with a core rig and an appropriately sized diamond core bit. to the required embedment depth. See tables describing setting details. © -D Clean hole: Cleaning method has to be decided based on drilling method and borehole cond @ions (see flow chart above). Just before setting an anchorirebar, the borehole must be free of dust and debris by one of the follo- wing methods: Method 1 - for dry or water saturated concrete (refer to pictograms): •Blow from the back of the borehole with oil -free compressed air (min. 9(1psi at 3.5 CFM (6 bar at 6 mdM)) fully retracting the air extension 2 times until return air stream is tree of noticeable dust. • Brush 2 times with the specified brush size (brush 0 ; bore hole 0) by inserting the round steel brush to the back of the borehole in a twisting motion and removing h. The brush should resist inser- tion into the borehole - if not, the brush is too small and must be replaced with the proper brush dia- meter. •Blow again with compressed an 2 times until return air stream is free of noticeable dust Method 2 - for water filled boreholes, submerged concrete or diamond cared boreholes: •Flush hole 2 times by inserting a water hose (water -line pressure) to the back of the borehole until water ems clear. •Brash 2 times with the specified brush size (brush 0 _ borehole 0) by inserting the round steel brush to the back of the borehole with a twisting motion and removing it. The brush should resist inser- tion into the borehole - If not. the brush is too small and must be replaced with the proper brush dia- meter. •Flush again 2 times until water runs clear. *Important! For diamond cored boreholes and if a dry borehole is required for injection (e.g. water flows into cleaned borehole), continue with borehole cleaning as described by methode 1. Remove all standing water completely li.e. vacuum. compressed air or other appropriate procedure). To attain a dried borehole, a Hilti HIT -DI- air nozzle attachment is recommended for borehole depth 10 inch (250 mm) and required for borehole depth - 10 inch (250 mm). The borehole must be free of dust, debris, ice, oil, grease and other contaminants prior to adhe- sive injection. Inadequate borehole cleaning = poor load values O Insert foil pack in foil pack holder. clever use damaged foil packs and/or damaged or unclean foil pack holders. O Tightly attach Hilti HIT -RE -M mixer to foil pack manifold. Attach new mixer prior to dispensing a new foil pack (snug fit), Do not modify the mixer in any way. Make sure the mixing element is in the mixer. Use only the type of mixer supplied with the adhesive. O Insert foil pack holder with foil pack into HIT - dispenser. Push release trigger. retract plunger and insert foil pack holder into the appropriate Hilti dispenser. O Discard initial adhesive. The foil pack opens automatically as dispensing is initiated. Depending on the size of the foil pack an initial amount of adhesive has to be discarded. See pictogram 8 for discard quan- tities. fl a new mixer Is installed onto a previously- opened foil pack, the first trigger pulls must also be discarded as described above. For each new foil pack a new mixer must be used. 0-03 Inject adhesive from the back of the borehole without forming air voids: Verify H borehole conditions have changed (e.g. water in the borehole) after cleaning. If yes, repeat cleaning according points 2 -4. • Inject the adhesive starling at the back of the borehole ruse the extension for deep boreholes), slow- ly withdraw the mixer with each trigger pull. • Fill holes approximately 2/3 full, or as required to ensure that the annular gap between the anchor/ rebar and the concrete is completely filled with adhesive along the embedment length. After injection is completed, depressurize the dispenser by pressing the release trigger. This will prevent further adhesive discharge from the mixer. Page 44 of 52 ESR -2322 • Hilti HIT -RE 500 -SD •Piston plug injection - HIT -SLIP recommended for borehole depth > 10 inch/250 mm. Water- . filled bore- holes or submerged concrete, and overhead installation the injection is only possi- ble with aid of piston plugs. Assemble HIT -RE -M mixer. extension(s) and appropriately sized piston plug HIT -S7J1R Insert piston plug to back of the borehole and inject adhesive as described in the Injec- tion method above. During injection the piston plug will be naturally extruded out of the borehole by the adhesive pressure. • Insert anchor /rebar into borehole. Mark and set anchor /rebar to the required embedment depth. Before use, verify that the anchorirebar is dry and free of oil and other contaminants. To ease installa- tion. anchor/rebar may be slowly twisted as they are Inserted.After installing an anchor /rebar, the annu- lar gap must be completely filled with adhesive. tithe borehole is not completely filled along the embed - mem depth the installation should be rejected. Hilti should be contacted for further information. Attention) For overhead applications take special care when insering the anchor/rebar. Excess adhe- sive will be forced out of the borehole - take appropriate steps to prevent it from falling onto the instal- ler. Position the anchorirebar and secure it from movingifalling during the curing time (e.g. wedges). Observe the gel time "t gel ", which vanes according to temperature of base material. Minor adjust - ments to the anchorirebar position may be performed during the gel time. See table. • Do not disturb the anchor /rebar once the gel time "t gel" has elapsed until "t cure,ini" has passed. • Preparation work may continue for rebar applications. Between "t cure,ini" and "t cure,full" the adhesive has a limited load bearing capacity. do not apply a torque or load on the anchorlrebar during this time. S Apply load/torque after " t cure,full" has passed. and the fixture to be attached has been positioned. Partly used foil packs must be used up within four weeks. Leave the mixer attached to the foil pack mani- fold and store under the recommended storage conditions. If reused, attach a new mixer and discard the initial quantity of anchor adhesive as described by point 8. Safety Instructions For Industrial Use Only. Keep out of reach of children. Danger: Corrosive Harmful if inhaled or swallowed. Can cause eye and skin burns. Risk of serious damage to b eyes. I Can cause sensitization with some individuals. Contains quartz sand. Precautions: �1 Wear suitable protection clothing, eye protection and gloves. not get in eyes. \t - Avoid contact with the skin. Avoid inhalation of vapors. Avoid inhalation of dusts during demolition /removal. First Aid: For eye contact, flush with water for 15 minutes while holding the eyelids apar. Seek medical attention immediately. For skin contact wash Immediately with soap and water. 8 ingested. drink two glasses of water and seek medical attention immediately. Ingredient CAS Number Part At (large side) Pal 8: (Small side) Ouars sand 14808 -60-7 m- xylene dlamine 01477 -55-0 Bisphenei A epoxy resin 25068 -38 -6 Aliphatic pnlyamine (NJ 7080) 19136100 -5014' Bisphenel F epoxy resin 28064-14-4 Ouartz sand 14808 -60 -7 DioNcid8 ether (NJ TSB0) 19136100 -5013' Bending agent 65997 -16 -2 Alkylggcichl ether (NJ TSBN) 1913610(1-5012' Aluminum 01:00 01344 -28 -1 Amorphous silica 67762 -90 -7 Amorphous silica 67762 -90 -7 NJ TSNR = New Jersey Trade Secret Registry Number In Case of Emergency, call Chem -free: 1- 800- 424-9300 (USA, PR., Virgin Islands, Canada) En cas d'urgence, telephoner Chem -Trec: 1- 800-424 -9300 (USA, P.R., Virgin Islands, Canada) En Corso de Emergencia, (lame Chem -Trec: 001- 703.527 -3887 (other countries/autres pays /oleos paises) Made in Germany Net contents 11.16.oz (330 ml)/16.96. oz (500 m1) Net weight 16.60:14709)/250 oz 1710 g) Warranty: Refer to standard Hitti terms and conditions of sale for warranty information. Failure to observe these installation instructions, use of non -Hilti anchors, poor or queslimable concrete conditions, or unique applications may affect the reliability or performance of the fastenings. • ' Page 45 of 52 ESR -2322 Hilti HIT -RE 500 -SD ; ' = t . ,, ,or , 1 �Ui,n x-1 • I CY',/ NO\ .. \\ \`.�' L i ra' /',' 2x ro 2x i, 4 e'';' illr N tA i i 1 / 330m1 = 3x 500m1= 4x „ „ ;10 7 ii , IdIC- 1 Please refer to technical literate (approvals, setting instruction) for detail '1 Voir IittemNre technique lagremems, mantels drnilualion products) pout plus de detail '1 por favor vease la referenca tecnica (normative v mammies de usoi Pam man dolane {{ i 11 , , � , � 12 ��� � � 0 I�v, ( y ,��� be 1 //� 4u ((1, ':::'.]":' ':::':': :1 ' hk ,,PN 4, II: i ,/;;;A ii / i;-- :,...,:;...0.:,/,/,/„• ;, //y/7,04 !L, ; ,;,., ; -, i: -;„-- - y H�� 1 ; j y taut in P A 4 J r . •r k 7 : -work ' ge t ? ° - ' . .a_. i 4.e. • j i _. • 1 0'C . 50'F , 0' 2 h; 7 2'h , I- 15 ° C :59 °F 0 _.. ,___1 ^' / .- ;. °8 F 30`C &F 0.:-;- " . . .,,Z.:,1:",,,,,:,.'„,...,,,.. , ~ ~. ; -4o t, 104 F 0 :° _ 7:r - thin . f 12',min 2' i, • Linear interpolation for intermediate temperatures is enable. • line interpolation Iineoire des donrces est possible pour les temperatures intermedialres • krterPNacion linear para temperatures intomiedios es posible. Page 46 of 52 ESR -2322 11 1 Hilti HIT -RE 500 -SD • Table 1 i , ersi kl 1 :',11 in - `(go f 4L P r:; . ohm]. Dlmm] etmm] ojmml HIT -RB Item no. HITSZ Item no HIT -DL Item no. - ...._.. 8899,. 8888.., 12 10 8 12 336548 12 335022 12 371715 99891.. ■ __. 14 ._.: 371716 �� 14 12 �..8 � ?0: : 1 4 �v336549 14 335023 16 12 16 336550 16 335024 16 371717 _ ._ .:,.. 9899. 6550 - 8999._ 18x _.. T 1 6 _._ 10 14 18 336551 16 335025_ 18 371718 20 16 20 336552 20 335026 20 371719 8092__ 0898 24 . � 18.:� - -" 22 _6 22 380923 20 371719 2 0. : .371719 20 ! ..._ 380918 23 9999.. ._. �� -... r 25„ _ _. , _ 20,. ; 25 336553 25 335027 25 371720, 28 24 16 28 380919 28 380924 25 371720 -_ - 89 , 9- _ -9989 L_ w.. ..,�. - ; 30,,_ ..., ; 380920. 30 380925 25 _ 371720 132 ! 20 25 32 336554 32 335028 32 371721 F 30 . _ _ 28 35 360921 35 380926 32 3717 40 _ 32 40 382260 40 380927 32 371721 oLnchD o @nchIl ojinch] o[nchl HIT -RB Item no. HIT -IP Item no. HIT -DL Item no. 7/16._ 3/8 d m-._. ' ' : 7/16'; 273203 >...._ - ' .°...... - - 1/2 53 1/2" 273204 1/2" 274019 1/2" 38237 8/16 1/2 10 M 9/ 8998 3 99 (_...._.___ _. �� 91t6� ,.,,,_273205. 9116; ;27a020 9116 _ 38238' 5/8 ! 84 5/8" 273207 5/8" 274021 9/16" 38238 ♦11/18 8988 _ -1-1/16" - 3/8 11/16 273209 11/16 274022 . 38239 9,999. _.. 1 3/4 5/8 I h5115 M 3/4" 273210 3'4 274023 3 38240 7/8 -- 31 - 47 7 1: - Iii - /4 I 1/2 _ 6 7/8 273211 _ 274024 7/8 38241 1 7/8 47[20 M 1" 273 1 274025 1 382 2 9— 9 Tile- _._ ._ ._ 9 998 -i• _.. _ E 1 1/8, ' t I _ 5 18 „_ - , -, 58 m _ 273214 11/8 2 74026 - -. 38 1 1/4 I 3 25 M 1 1/4” 273216 1 1/4" 27 027 1 38242 _ .._ � 9898 113/8. _ 1 1/4 89 -: :1 3/8 273217 1 3/8 274028 1 318' 38243 11/2 -� -_ 410130M 11/2 273218 1 1/2 274029 1 3/8" 38243 Drill bits must conform to ANSI B212 -1994 Les meches de forage doivent etre conformes a ANSI B212 -1994. Brocas deben cumplir con el estandar ANSI B212 -1994. li W _ �.._ .._ _ . i` r ; " " .:,,YE Y m -V II 13 . ., i j, v 14 ,,, z , $ iii , 1 ,,,...., „,,,,,,, , ...., ,„ ,„,,,,,,, ,,,,,,, , , : , ,,,.., , , �, 4 tai // \ Vii, i 1.0'§ 0: z} Jr S" s'" o 2 w). ` a „S, .^ p 1 fi 1., ,3 7 . f , ..1. . } t, - . h .. 48 n 1 h m24h _ , 9 899 _.. _ h -7 12 - h - ; h_ �4ti w 4. Page 47 of 52 ESR -2322 I Hilti HR -RE 500 -SD Setting Details of Hilti HIT -RE 500 -SD with threaded rod l ( / / / / / / / / /' / / / dt d / / / / / / // k_ \ T inst gron d0 ' / . I; IiiIIIIIIII�IIIIIIIIIIIIIIlU1111111111111111111111111111111Illlllllilll�llii1 111.11111 !• / / //, , / / , j •\ h h o 520d hmin • Table 2: HAS d d0 min -max Tinst df hmin [inch] [mmj [inch] [Inch] (mm] [ft-lb] [Nm] [inch] [inch] 3/8 25 7 /16 1 112.7 112 40- 191 15 20 7/16 [0Ci' 1 1;41301- 1/2 12.7 9/10 2 -10 51 -254 1 30 41 9/16 l 5 185 3/4 21/2.121/2 64.319 60 81 11/I6 3/4 19.1 7/8 3 - 15 76 - 381 100 136 13110 7/8 222 i 31/2 -17 t/2 89 -445 125 169 15/16 h 2 d 1 25.4 1 1/8 4 - 20 102 - 508 150 203 1 1/8 1 1/4 31.8 13/8 5.25 127 - 635 200 271 1 378 [mm] [mm] [mm] [Nm] [mm] [mm] M8 10 40 -160 10 9 MIS 12 41 -200 20 12 h 1172 14 48.240 40 14 _ M16 18 04 -320 80 16 1120 24 80 - 400 150 22 M24 28 96 -480 200 26 11ef'2r4; 1427 30 108 -540 270 30 M30 35 120 -600 300 33 Setting Details of Hilo HIT -RE 500 -SD with HIS -N and HIS -RN Inserts h s di d /jI d° 11[ .,t 2\ikl' l I ] iN i � �] illl� : ;71 >[,, I ' M1 ....... -_.. het= , ....... —.__._ - hmin Table 3: HIS -(R)N do hef Tinst df hmin inch] [mm] (inch] [inch] [mm] [ft-lb] [Nm] [inch] [inch] [mm] 3/8 9.5 / 11110 43/8 110 15 20 7/16 5314 150 1/2 12.7 718 5 125 30 df 9118 634 170 6/8 15.0 1 1/8 63/4 170 CO 81 11/16 9 230 3/4 19.1 11/4 81/8 205 100 136 13/16 10314 270 [mm] [mmr [mmF [Nm] [mm] [mm] M8 14 00 10 0 120 - MI0 15 110 20 12 150 M12 22 125 40 14 170 MI6 29 170 80 18 230 1420 32 205 150 22 270 Page 48 of 52 ESR -2322 • Hilti HIT -RE 500-SD Setting Details of Hilti HIT -RE 500 -SD with reinforcement bars • ✓',' ��/ V��r'Ii- do h =h0s20d hmin Table 4 ,aS a.: hef f,g d0 min -max hmin US rebar ['nth] [inch] [mm] [Inch] z' :1/2 > 71`12' -7.1.2 ''.40- :191: hat +11/4(30 mm1 Y4 5/8 2 -10 51.254 5- -. : -314 2.12 - 12 7.64318 8 6 7/8 3.15 76 - 381 - .' %:'l7 ..::.'r •., ._:1:s.,:: . 312 - .17.12 ":89445;.,' hM'2� Y 8 11 /8 4 -20 102 -508 810 11 /2 5 -25 127 -635 Reber [mm] [mm] [mmj [mm] 10 14 41 -200 h 30 14 18 56 - 280 •:_16r' . _s20:7. ;3CS -94 320 - ...- 20 25 80 400 hef' 28 35 112 -560 CA rebar (inch] [mm] [Inch] 1514 3'4 64.320 3 9 0• ' het -2de 25 M 1 1/4 101 - 504 ?' 30 M " . ' .1'1/2 ' • z11120%5081-'.1.7.11.C, Page 49 of 52 ESR -2322 Hill HIT-RE 500 -SD Resine de scellement pour ancrages dans du beton normal Avant d'utiliser le produit, se conformer au present mode d'emploi et aux consigns de securite. Verifier la date de peremption : voir la date impdmee sur M raccord de la recharge (Alois i knee). Ne plus utiliser les recharges dont la date de peremptbn est depassee. Temperature des recharges : lors de I'utilisation. elle dolt etre comprise entre 5'C et 40'0 (41 °F — 104 °F). Temperature du materiau support : lors de 0utilisalion, elle dolt etre comprise entre 5'0 et 43 'C (41 °0— 110 'F). Instructions de transport et de stockage : conserver dans un endroit 1ma, sec eta Toad de la lumiere, a une tem- perature comprise entre 5'C e125 (41 °F — 77 "F). Fiche de donnees de securite : consulter la FDS avant utilisation. Instructions de montage : illustration de la sequence des eiapes : voir pictogrammes 1 a 14 : details sur les operations de pose : stair tableaux 1 0 4. Pour toute utilisation non abordee dans ce document (p. ex. et au -dela des valeurs delinles dans les operations de pose). contacter Hilti. Schema d'utilisation Verifier resat du trou Instructions de nettoyage du trou Eat du trou Sens de ('installation Profondeur de pergage Instructions d'injection Perforateur electropneumatique s250 mm (10 deuces) 11IT -SZJP non requis Methode de nettoyage 1 Horizontal et vertical - Satire - - d'eau 250 mm (10 pouces) HIT -SUIP recommande ' Propre et sec'' Carottage au diamant ec Methode de nettoyage 241 En hauteur Toutes profondeurs HIT -SZ4P requis Sature d'eaur,. Perforateur electropneumatique Remp!i' . Submerge d'eau Methode de nettoyage 2 Propre et rempli d'eau Tous les sons Toutes profondeurs HIT -SLIP requis D Percer un trou aftleurant en surface avec un perforateur electropneumatique et un foret au carbure de la taille appropriee, ou avec un appareil de carottage avec un fore: au diamant de la tattle appro- priee, jusqu'a la profondeur d'encastrement necessaire. Voir les tableaux decrivant les operations de pose. © — Nettoyage du trou : la methode de nettoyage depend de la methode choisie pour percer le trou et de 0etat du trou (voir le schema ci- dessus). Juste avant de poser une cheville ou un ter d'armature, le trou dolt etre debarrasse de toile poussicre et debris selon Tune des methodes suivantes : Methode 1 — pour du beton sec ou sature d'eau (voir les pictogrammes) : *Souther de Pair comprimc exempt d'huile au fond du Iron, 6 bars a 6 m Po 190 psi min. 0 3,5 pi'. %mini, en recant completement 1010500 d'air 2 fois jusqu'a ce que fair expulse ne contlenne plus de pous- sieres perceptibles. •Brosser 2 fois avec une brosse de tattle appropriee (0 de la brosse 0 du trou!, en inserant la bros- se merallique ronde jusqu'au fond du trou dans un mouvement de rotation, puffs en la redraft. line resistance doh se faire senlir lors de ('insertion de la brosse dans le trou : si ce n'est pas le cos, la brosse est trap petite et doh etre remplacee par une brosse avec le diametre approprie. •Souffier a nouveau de fair comprimc 2 fois jusqu'a ce que fair expulse ne contienne plus de pous- sieres perceptibles. Methode 2 — pour un trou rempli d'eau, du beton submerge ou un forage au diamant : •Rincer le trou 2 toffs en inseram un tuyau d'anosage !a la pression de I'anivee d'eau) au fold du trou jusqu'a ce que ('eau soh propre. *Prosser 2 fois avec une brosse de tattle appropriee 10 de la brosse 11 0 du trout en insdmnt la bros- se metallique ronde jusqu'au fond du trou dans un mouvement de rotation, puffs en la retirant. Une resistance doh se faire senlir tors de ('insertion de la brosse dans le trou: si ce (Pest pas le cos, la bros- se est trop petite et dolt etre remplacee par une brosse avec le diametre approprie. • Rincer a nouveau 2 fois jusqu'a ce que ('eau soft propre. •Important ! Pour les trous au diamant et si un trou sec est necessaire pour ('injection (p. ex., de ('eau circule dans un trou nettoye), continuer le nettoyage du hat selon la methode 1. Biminer totalement ('eau 901 rem (par aspiration, envoi d'air cnmprime ou mute arm precede adapte). Pour obtenir un trou sec, ('utilisation de la buse d'air 9110 HIT-DL est recommandee pour les trout: dent a prefondeur est -250 mm (10 pouces) et obliaatoire pour les trous dune protondeur >250 mm (10 pouces). Le trou dolt etre exempt de :trite poussiere, debris, glace, hulle, gralsse et autres contaminants avant I'injectlon de la resin. Mauvais nettoyage du trou = faibles valeurs de charge. © Inserer la recharge dans le porte-cartouche. Ne jamais utiliser de recharge abimee et i ou de porte- cartouche abime ou encrasse. p Visser fermement la buse melangeuse Hihi HIT -RE -M sur I'embout de la cartauche. Visser la nou- velle buse melangeuse avant d'utiliser une nouvelle recharge (bier ajusier). Ne pas modifier la buse. Verifier que ('element de melange est dans le melangeur. N'utiliser que le type de buse !lyre avec la resi- n. ▪ Inserer le porte- cartouche avec la recharge dans le pistolet a injecter HIT. Pousser la detente, ref- u0ele piston et inserer le porte- cartouche dans le pistolet a injection Hihi approprie. O Jets W resin extrudee en debut d'utiksation. La recharge s'ouvre aummaliquemem lorsque I'eetrusion commence. Selon a tattle de la recharge. une quanta initiate de resine dolt etre jetee. Voir le pictogramme 8 pour savoir quelle quantize doh etre jetee. Si une nouvelle buse melangeuse est thee sur une recharge deja ouverte. la reslne extrudee lors des premieres pressions doh egalement titre jetce comme decrh plus hart. Une nouvelle buse melangeuse dolt etre utillsee pour cheque nouvelle recharge. • • • ,• Page 50 of 52 ESR -2322 • Hilt HIT-RE 500-SD • i7- E' Injecter la resin en commengant par le fond du trou et en evt!ant la formation de buttes d'air : Verifier si I'etat du trou a change (p. ex., s'il y a de !'eau dans le trou) apres le nettoyage. Le cas echeant, recommencer le nettoyage contormement aux options 2 — 4. •Injecter la resine en commengant par le fond du trou (si le trou est profond, utliser la rallonge de busei • et reculer progressivement avec le pistolet a injecter a chaque pression sur la detente. Remplir environ 2/3 du trou, ou au niveau necessaire pour s'assurer que l'espace annulalre entre la cheville ! le fer d'armature et le beton et to/element combld avec de la resine sur toute la profondeur d'encastrement. Ayres avoir rempli le trou, actionner le bouton de deverrouillage du pistolet a injec- ter. Ceci permet d'eviter que la resine continue detre ern de la buse melangeuse. •Bouchon d'injection HIT -S711P recommande pour les trous d'une profondeur >25 mm / 10 peu- ses. Pour les trous remplis d'eau ou le beton submerge et les installations en hauteur, !'injection n'est possible qu'avec I'atde d'un bouchon. Assembler la buse melangeuse HIT -RE -M, la ou les ral- longels) et un bouchon NIT-SZ/IP de taille appropriee. Enfoncer le bouchon au fond du trou et injecter la resine comma dealt dans la methode d'injection ci- dessus. Pendant le remplissage, le bouchon est naturellement ejecte du trou par la pression de la resine. an Inserer la cheville / le ter d'annature dans le trou Marquer et positionner la cheville / le ter d'armature a la profondeur necessaire. Avant d'utiliser la cheville i le fer &armature, verifier que !'objet est propre et exempt d'huile et aches contaminants. Pour faciliter la pose, la cheville / le fer d'armature pout etre insere en exergant une rotation. Ayres la pose dune cheville / d'un fer &armature, I'espace . annulaire dolt etre completemem comble avec de la resine. Si le trou n'est pas totalement rempli sur toute la profondeur d'encastremer t, !'installation don etre rejetee. Dans ce cas, contacter Hilt pour de plus emotes informations. Attention ! Pour les applications en hauteur, faire tres anenton lors de !'insertion de la cheville / du fer d'armature. Le surplus de resine est ejecta du trou : prendre les precautions necessaires pour eviler qu'ell0 ne tombe sur la personne qui realise la pose. Poshionner la cheville / le fer d'armature et I'empecher de bouger i de tomber pendant le temps de prise Ip. ex. avec des calesj. Respecter le temps • de manipulation "t gel ". qul varie en fonction de la temperature du materiau support. Des ajustemen5 mineurs de la cheville !du fer d'armature peuvent etre apportes pendant le temps de manipulation. Voir le tableau. iE Ne pas manipuler la cheville / le ter d'armature une ids le temps de manipulation "t gel" dcoula et jus- qu'a !a fin du temps de prise "1 cure,lni ". ® Le travail de preparation pent se poursuivre daps le cas de !'utilisation d'un ter d'armeture. Entre le temps de prise' 0 cure,ini" e; le temps de durcissement complet "t cure,full ", la resine a une resis- tance de charge limitee : ne pas appliquer de couple de serrage ou une charge sur la cheville i le ter &armature pendant cet intervene. Appliquer une charge / un couple de serrage uniquement apres la fin du temps de durcissement complet "0 cure,full" et apres avoir poshionner !'element 0 fixer. Toute recharge emamee dolt etre reutilisde dans les 4 semaines. Laisser la buse melangeuse vissee sur la recharge entamee et stocker la recharge conformement aux recommendations. Avant reutilisation. visser une nouvelle buse melangeuse et later !a reslne exmldee lors des premieres pressions, comme deed/ as point 8. Consignes de securite Usage Industrie! uniquement. Conserver hors de la portee des enfants. Danger: Corrosif Nocif en cas d Inhalation et d'ingestion. Peut entrainer des brelures des yeux et de la peau. Risque de lesions oculaires graves. A ` Pout entrainer une sensibilisation chez certaines personnes. Content du sable quarkeux. Consignes vrial Porter des vetements de protection, des lunenes de protection 40, pour les yeux et des ganis adaptes. Eviter tout contact avec les yeux. Eviler tout contact avec la peau. Eviler d'inhaler les vapeurs. Eviter d'inhaler les poussicres lors de la demolition !du retreit. Premiers soins : En cas de contact avec les yeux. doter avec de !'eau pendant 15 minutes en maintenant les paupieres ouver- tes. Consulter immediatement un medecin. En cas de contact avec la peat,. rincer immediatement avec de !'eau et du savon. En cas d'ingestion, boire deux venes d'eau et consulter immediatement un medecin. Composltlon Numero de reglstre CAS Peale A : (grand mtd) Partle 8 : (petit cats) sable quartzeux 14808.60 -7 diamine de re-xylem 01477 -55 -0 resine epoxy nu bisphenol A 25068 -38-6 polyamine aIlphatique 1NJ TSnN) 19136100-5014' resine epoxy au bisphenol F 28064 -14-4 sable quadrant 14808 -60 -7 ether dr. digh/tldyie INJ TSRh0I 19136100 -5013' agent de gage 65997 -16 -2 ether d'alkylglycidyle 001700141 19136100 -5012' metde d'aluminium 01344 -28 -1 silica amorphe 67762 -90 -7 silv.e amorphe 67762 -90 -7 ' NJ TSNR = New Jersey Trade Secret Registry Number In Case of Emergency, call Chem -Tree : 1- 800 - 424-9300 (USA, P.R., Virgin Islands, Canada) En cas d'urgence, lbldphoner a Chem -Tree : 1400-424-9300 (USA, Puerto Steo, Iles lherges, Canada) En Case de Emergencia, flame Chem -Tree : 001 -703- 527 -3887 (other countries / antes pays / otros parses) Fabrique en Allemagne Volume net :330 ml (1,1 0. oz) / 1 500 ml (6,911 oz) Pont net :4T0 g (16,6 oz) / 710 8 (25 az) Garantie : pour des informations sur la garante, se reporter aux conditions generales de vente 6100. Le non respect du mode d'emploi, Pidilisation de chevilles non distribu0es an 0116, un beton de mauvaise qualde ou de qualit6 duuteuae, ou encaie des ulilisahCns particulieres peuvent avoir des consequences naiades stir la ra- tline ou les performances des ancrages. Page 51 of 52 ESR -2322 Hilti HIT -RE 500 -SD Sistema de anclaje con adhesivo para fijaciones en hormigbn de peso normal Antes de utilizer el producto, lea estas instructions de use y las indications de seguridad. Verifique la fecha de caducidad: Vdase la etique% que figura en el w1eta del cartucho (Mesiano). No tdflice 01 producto una vez expirada la fecha de caducilad. Temperature del cartucho: Debe estar entre 5 °C y 40 °C 141 °F 5 104 °Fl en el momento de la aplicacion. Temperature del material base al momento de la instaladon: Debe ester entre 5 °C y 43 `C M1 °F y 110 °F) en el momento de la aplicacion. Iratrucciones de tisnsporte y almacenamiento: Mantener en un lugar fresco, Seto y oscuro a una temperature de entre 5 °C y 25 °C (41 °F 577 °F). Hoja de dates de seguridad de los materiales: Vease la MSDS del material antes de utilizedo. Instructions de montaje: Secuencia de operations: veanse los pictogramas 1 a 14. Detalles de fijacien: veanse as tablas 1 a 4. Para cualquier otra aplicacion no inctutda en este documento (por ejemplo, "If e l" fuera de los valores especificados en los detalles de fijacidn), pongase en contacto con Hilti. Diagrama de flujo de instatacibn Perforadora de percusion Corona de diamante Perforadora de percusion Veri3que las r ' - 1 Saturado' _ S aturado' . .:Ll enode ..:: condiciones Seco Seco ,Sumergide del taladro d .e q ,de ague ,ague Instrucciones Metodo de Metodo de Metodo de pars limpiar limpieza 1 limpieza 2 -1 limpleza 2 los taladros T r deldtaladro ; Limplo y seco- ^ Limpio y Reno de ague ';. r I Sentrdo de Horizonel Suspendida Todas las la instalacien y vertical direcciones ' I Profundidad s250 mm >250 mm Prot. de per Prof. de per - de perforation 110 puig.) t pulg.) or don total foracicn total I Instmcciones 11T SDP no HIT SLIP HfT -SZ IP HIT -SZ'IP de inyeccion es necesano ecomendado obligatorio obligatorio D Realice el taladro en perpendicular a la superticie con una perforadora de percusion fijada en mcdo de marullo periorador y emplee una broca de carburo del tamer* adecuado, o una perforadora con una corona de diamante del amano adecuado, segun la profundidad de empotramiemo necesario. Vearse las tablas en las que se describen los detalles de ajuste. © —O Limpieza del taladro: El me ode de Ilmpieza debe seleccionarse en funcidn del metodo de pertoracidn y las condiciones del taladro Neese el diagrama de flujo anterior). Antes de proceder a la colocacion del corrugado o anclaje, limpia el taladro pare eliminar el polvillo 0 la suciedad que pudiese tenet Para ello. utilice uno de los siguientes metatos: Metodo 1: pare hormigdn seco o saturado de agua (veanse los pictogramas): •Aplique soplado a presien desde la pane de atras del taladro con aire comprimido libre de acate (minimo 90 psi a 3,5 CFM 16 bares a 6 m =/h)) y retire la boquilla de aire 2 veces haste que la corrien- te de aire de retomo no contenga polvo visible. •Cepille 2 veces con un cepillo del tamano especificado (0 de cepillo 0 de taladro). Para ello, inserte el cepillo metalico redondo en la parte trasera del taladro con un movimiento giratorio y segue- lo. El cepillo debe presenter resistencia 01 ser Introducido en el taladro. Si no es el caso, el cepillo es demasiado pequeno y debera reemplazarse per 0100 cepillo que tenga el diametro adecuado. •Vueiva a aplicar soplado a presion con aire comprimido 2 veces haste que la corriente de aire de retorno no contenga polvo visible. Metodo 2 para taladros Ilenos de agua, de hormigon sumergido o taladros realizados con coro- na de diamante: •Lave el taladro 2 veces insertando una manguera con aqua (con presion normal de a linea de agua) en la parte trasera del taladro haste que el ague salga limpia. •Cepille 2 veces con un cepillo del tamale) especificado (0 de cepillo = 0 de taladro). Para ello. inserte el cepillo metalico redondo en la parte trasera del taladro con un movimiento giratorio y segue- lo. El cepillo debe presenter resistencia ai ser in en el taladro. Si no es el case, el cepillo es demasiado pequeno y debera reemplazarse por otro cepillo que tenga el diametro adecuado. •Vuelva a lavarlo 2 votes hasta que el ague salga limpia. •Importante: En el case de los taladros realizados con coronas de diamante y si se necesita un taladro seco para inyeccion (es decir, el agua fiuye dentro del taladro limpio), prosiga con la lim- pleza del taladro tal y como se describe en el metodo 1. Elimine completamente el agua retenida Igor ejemplo, medlante vacie, aire comprimido u 000 pro - cedimiento adecuado). Para conseguir un taladro Saco, se recdmienda emplear una boquilla para aire HIT -DL de Hilti 0n tale - dros de 1 tem (10 pulp.) de profundidad; su use es obligetorio en taladros de profundidad >250 mm 110 pulg.). El taladro debe estar exento de polvo, suciedad, hielo, acefte, grasa o cualquier otro agente con - taminante antes de proceder a la inyeccion del adhesive. Limpieza insuficiente del taladro = valores de carga inadecuados. O Inserte el cartucho en of portacartuchos. No utllice cartuchos en mal estado o portacartuchos dete- riorados o sucios. ▪ Fije fuertemente el mezdador Hilti HIT-RE-M at colector del cartucho. Antes de utilizer un nuevo cartucho. coloque primero el nuevo mezdador (hien ajusad0). No modifique el mezclador en ningun caso. Verifique que el efemento de mezcla se encuemre en el mezclador. Emplee dnicamente el dpo de mezdador provisto con el adhesivo. i Inserte el portacartuchos con el cartucho en el aplicador HIT. Pulse el gatillo de bloqueo, retraiga - el embold e inserte el cartucho en el aplicador Hilt que corresponda. El No utilice el adhesive initial. El cartucho se abre automaticamente al comenzar con la aplicacion. En funcion del amano del cartucho, debera desecharse una cantidad del adhesivo initial. El pictograma 8 le muesua la cantidad conespondiente que se debe desechar. Si se instala un nuevo mezdador sobre un cartucho abiertn con anterioridad. se debe desechar una cierta cantidad del adhesivo Initial, al como se describe) antes. Se debe utilizer un nuevo mezclador pars coda cartucho nuevo. i Page 52 of 52 ESR -2322 Hilti HIT -RE 500-SD • 17 - 0E' Inyecte el adhesivo desde la parte trasera del taladro sin que se formen burbujas de airs: Verifique si se han modificado las condiciones del taladro (por ejemplo, si contiene ague) despues de la limpieza. De ser asf, vuelva a limpiarlo segin l0 detailedo en I03 puntos 2 a 4. •Inyecte el adhesivo comenzando por la parte de atras del taladro remplee la extension pare los tale - dros mas protundosi. Lentamente, retire el mezclador despues de calla aplicacion. Rellene alrededor de 2 del taladro. o pasta donde sea necesario pars asegurar que el espacio anu- lar enne el corrugado o anclaje y el hormigon este totalmente Ileno con adhesivo todo a to largo del empotramiento. Una vez finalizada la inyeccion, despresurice el aplicador pulsando el gatillo de blo- queo. Esto evitara que siga saliendo adhesivo del mezclador. •Inyeccion con tapon piston: HIT -SZ/IP recomendado para taladros con una profundidad >250 mm /10 pulg. En casos de taladros liens de agua o en hormigon sumergido e instalacio- nes suspendidas, solo se puede inyectar el adhesivo utilizando un tapon piston. Ensemble el mezclador HIT -RE -M, las extensions necesarias y un capon HIT -SZIIP de tamaro adecuado. Inserte el tapon piston en la parte trasera del taladro e inyecte el adhesivo tal como se describio antes en el metodo de inyeccion. Durante la inyeccion, el capon piston sera naulralmente ext uido del taladro por la presien del adhesivo. M Irtserte el corrugado o anclaje en el taladro. Marque y fife el corrugado o anGaje a la profundidad deseada del empotramiento. Antes de usado. verifique que el corrugado o anclaje este seco y no con - tenga aceite ni otros agentes contaminantes. Para facil;tar la instalacien. giro lentamente el corrugado o anclaje a medida que l0 va Insertando. Despues de haber 1 stalado un corrugado o anclaje, debe Ile - nar por complete el espacio anular con adhesivo. Si el taladro no ester totalmente Ilene a to largo de la profundidad del empotramiento, se deberia rechazar la instalacion. Comuniquese con Hat; pare obtener mas information al respecto. Atencion: En el caso de aplicaciones suspendidas, lenge especial cuidado al Inserter el corrugado 0 anclaje. El exceso de adhesivo saldre del taladro. Tome las medidas necesarias para evitar que pud;e- se caer encima del instalador. eclogue el corrugado o anclaje en su site y asegurelo pars evitar que puede moverse o caer durante el tlempo de fraguado (por ejemplo, utilizando minas). Respete el tem- po de aplicacion "t gel". el cual varia segun la temperature del material base. Durance ese periodo, se pueden realiar ajustes menores al corrugado o anclaje. Pease la table. GE No toque el corrugado o anclaje una vez finalizada el tempo "t ger y hasty que hays transcurrido e tempo "1 cure,ini" E Puede continuer con el trabajo de preparation para las aplicaclones de corrugado. Entre las eta - pas de "t cure,ini" y "t cure,full ", el adhesivo tiene limitada capacidad de saportar cargas. Por ell0, no someta el corrugado o anclaje a torsion 0 carga durance ese tempo. IC Aplique carga o torsion solo despues de que el punto "t cure,full" haya transcunido y el acceso- rio que se instalara este situado en su lugar. los cartuchos no agotados por completo deberan utilizarse antes de cuatro semanas. Para ello, se los debere guarder con el mezclador reseedo at colector del cartucho en las condiciones de almacenamiento recomendadas. Antes de volver a utilizedo. fife un nuevo mezclador y deseche el adhesive de anclaje initial. cal coma se describe en el puma 8. Instrucciones de seguridad Solo pare us0 industrial. Mantener alejado del alcance de los nine's. Peligro: Corrosive Peligroso si se inhale o ingiere. ix Puede provocar quemadums en los ojos y la piel. Amy Puede defier seriamente los ojos. �- Puede provocar sensibillzacion on algunas personas. �,�" Contiene arena de cuarzo. Precaucines: n� Utilice indumentaria y guantes adecuados, y Rrotecci6n pare los ojos. Evite el contacto con los ojos. i ` Evite el contacto con la piel. Evite la inhalation de vaporer. Evite la inhalation de polvos durante su destruccion o extraction. Primeros auxilios: En caso de contacto con los ojos. enjuague con ague durante 15 minutes. mameniendo los parpados abier- tos. Rusque atencion mddica de ;nmed;afo. En caso de contacto can la piel, lave Inmedratamente con agua y jabon. En caso de ingestion. beba dos vasos de ague y busque atencion medica de Inmediato. Componente Ndmero CAS Parte At (lade grande) Parte 6: (lade (*quaint Arena de cuar7o 14808 -60 -7 m- xilenodiamina 01477 -55 -0 Resin epoxy Risfencl A 25068 -38-6 Poliamina alifatica (NJ 0500) 19136100 -5014• Resin epoxy 13is'enel F 28064 -14 -4 Arena de cuarzo 14808 -60 -7 05,. diglicidilica (NJ 75(101) 19136100.5013' Aglutinante 65997 -16 -2 Eva alquil gbodilico (NJ 7SRN) 19136100-5012' °aide de nlumin 0 01344 -28 -1 • Slice arcane 67762 -90 -7 Slice amorlo 67762-90-7 • FIJ TSNR = Numero de Regisno de Secroto Comercial de Nueva Jersey In Case of Emergency, call Chem -Trec: 1- 800. 4249300 (USA, P.H., Yegin Islands, Canada) En car d'urgence, Wertheim, Chem -Trec: 1- 800. 424 -9300 (USA, P.H., Virgin Islands, Canada) En cam de emergencia, flame a Chem -Tree OM -703- 527.3887 (other countries/attires pays /otos Raises) Hecho en Alemania • Canteredo tufo: 330 ml (11,1018) /500 ml (16,9 oz 0.) Peso moll: 470 g (16,6 01) /710 g (25,0 oz) Garantia: Consulte los term ;nos y condiciones estandar de yenta de Hilti para obtener mas dates sabre la garantia. El incumpfimient0 de las irufineciones de us0 y datos de lijadrm, el use de andajes no fabricados por Hilo, el Oslo - do deficiente o cueslionahle del hormigon, o deltas apliceciones pueden aloctar la fiabilidad 0 el rend;miento d0 la (11jad60.