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Specifications '(O2LA City of Tigard, Oregon • 13125 SW Hall Blvd. • Tigard, OR 97223 ' • May 30, 2007 OFFICE COPY 11 • RE: COOLING TOWER FOR NIKE GOLF Project Information T I GARD Building Permit: MEC2007 -00261 Construction Type: VN Tenant Name: Nike Golf Occupancy Type: Fl Address: 15705 SW 72n St. Occupant Load: NA Area: NA Stories: 1 1) Provide details for anchorage of equipment to pad et _ --I 6/610 The plan review was performed under the State of Oregon Mechanical Specialty Code (OMSC) 2007edition; and the State of Oregon Fire Code (OFC) 2007edition. The submitted plans are approved subject to the following. 1. Ductwork shall be supported in accordance with Sheet Metal & Air Conditioning Contractors National Association, Inc. (SMACNA) 2. Equipment and appliances regulated by this code requiring electrical connections shall have a positive means of disconnect in accordance with the Electrical Code. 301.7 OMSC Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Resp - ctfully, *if Nelson, Senior Plans Examiner Phone: 503.639.4171 • Fax: 503.684.7297 • www.tigard- or.gov • TTY Relay: 503.684.2772 CERTIFIED FOR MASON INDUSTRIES, Inc. JOB NAME: FOX ENGINEERING ,; I , Manufacturers of Vibration Control Products CUSTOMER: MASON OREGON 350 Rabro Drive 2101 W. Crescent Ave., Sulte D F Houppauge, NY 11788 Anaheim, CA 92801 CUSTOMER P.O.: JOB NO.: 518 /348 - 0282 714/ -2727 G i ,.... : ..`.;. FAX 518/348 -0279 FAX 714/535 -5738 MASON E.O.: 22342 DWG. NO.: WF- 22342 -01 TELEX 96 -8484 REQUIRED: ( TAG: PACKAGED SKID os UNIT: PUMP SKID PACKAGE . WEIG • SKID: 3,200 Ibs CT TOWER: 1,855 Ibs. TOTAL WT. : 5055 .p PROF Cooling Tower Frame should *, `tr be either Bolted or Welded to 42 �G 0 47%" -{ Tube Steel Skid & 0 r 14,828 A li , ( wee (COMM TOW r , 6 ow) O OR • CeuN ` FRA --r G "� 3' SQUARE TUBING VERTIC M. I EMBERS AND TOP MING F+� 10 / D A EXPIRE :12r31/08L 27" - --\ 72" 57" -- • 0 • 0 • 0 • 0 4 • 0 I _'r 4" WIDE FLANGE I –BEAM FRAME I 96" - I (8) Holes 4'x5" Hilo TZ Anchors Y Diamond plate Decking to support Cooling With Edge Dist= $Y" Tower Frame , 1 / \t> 1 1 -0/ 60" z. 49Y2" i • I I L JL_-__— J • , I / 4- 1 ):— 4 1\ /t I• 96' - DWN CHILD DATE D NO. GR I 6/4/07 I ( WG WF- 22342 -01 CERTIFIED FOR '' MASON INDUSTRIES, Inc. JOB NAME FOX ENGINEERING i , (- ',_, Manufacturers of Vibration Control Products CUSTOMER MASON OREGON � _i 1 350 Rebro Drive 708 N. Valley St.. Suite K Houp�au e, NY 11788 Anabe CA 92801 CUSTOMER P.O. JOB NO. I FAX 6 513 0282 714 348 -0279 FAX 4/ 2727 535 -5738 MASON E.O. 22342 DWG. NO. WF- 22342 -02 TELEX 86 -8464 REWIRED 1 TAG COOLING TOWER TYP WFSLR SLR BASE UNIT: EVAPCO ICT 4 -94 SPECIFIED DEFLECTION: NONE WEIGHTS: STEEL: 135 Ibs EQUIPMENT: 1,720 Ibs. TOTAL WT. : 1,855 Ibs. ISOLATOR REF. DWG.: NONE t a""• I ," W6x9 - I0' TYP 1 1 I I 44Y4' 1 1 464%" � i f _ I 0 3/4" DIA. Holes I' S 40)4' I 1 I 4 - —12- 4336' -2 W6x9 (COOLING TOWER FRAME) — r (TYP) 3" SQUARE TUBING VERTICAL MEMBERS AND TOP FRAMING 27' 57' 72' 0 0 0 O p • 0 0 4" WIDE FLANGE I -BEAM FRAME J 96' I1WN GR ICHKD I DA 6 /4/07 I I . WF- 22342 -02 • MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS r� / ' . - Manufacturers of Vibration Control Products � � ; , — SEISMIC RESTRAINT: TYPE DIRECT ANCHORAGE � 1 Hauma ge, NY 11788 2707 Anahheim CA St., Suite D CODE(S): 2003 IBC, TI- 809 -04 } I 831/348 -0282 714/535 -2727 FAX 831/348 -0279 FAX 714/535 -5738 TELEX 98 -8484 PAGE 1 Equipment overturning calculations based on seismic Toad applied at a critical angle. As defined in the 2003 International Building Code, Chapter 16, Section 1621, the seismic Horizontal force, Fph, may be calculated using the following formula: 0,4 W / z � F p ► ,(caio� _ ( l 1+ 2 l IpJ Except that: Fph shall not be less than Fpn0m101= 0.3Sos1pWp and need not be more than Fph(max) = 1.6SosIpWp. j Where: Wp = Component operating weight ap = Component Amplification Factor, refer to ASCE Table 9.6.3.2 R0 = Component Response Modification Factor, refer to ASCE Table 9.6.3.2 Sds= Design spectra response acceleration at short period, refer to ASCE section 9.4.1.2.5 1p = Component Importance Factor, refer to ASCE section 9.6.1.5 z = Component Attachment Elevation with respect to grade. h = Structure Roof Elevation with respect to grade. Convert from Design Strength to Allowable Stress Design: F _ F ph(calc) ph(a) 1.4 Vertical Uplift Force: F = 02S 4 IX 3 o Fph \8I Fph *Cosa b1 = Maximum Length (between anchors) Y Fph *Sing Y b2 = Maximum Width (between anchors) O 0 0 o h = C. G. Height N = Number of Anchors 1 I 2 Fph *Sine } Fpv —7---- Fpv } Fph *cose 1 3 W W 2 h 2 � 1 b1 b2 Consider load applied in any horizontal direction Transverse component = F ph(a) *Cosa Longitudinal component = F ph(a) *Sine The net uplift Toad on anchor location 2. ,0 PRop I ' W - Fm(a) F p h ( a ) * F h( a) * Sine *h bi ) y' t�i' GIN 'j - N I * l 2 1 /.„, l 2 J 0 k �F P The net compressive load on anchor location 4. 4 ' 8 I ',- W+ F FY(a � F * COSG * h (b F * Sine * h (b OREGON P ° N + Iyy *\ 2 + / l 2J %.144e cf 27, � 4 N(N + 2) 2 N CHAR Where I = b and I = _ ' 12(N- 2) ' "' 4 2 'EXPIRES: 12/31/081 • CERTIFIED FOR ' - \ - 1 ' , I ' MASON INDUSTRIES, Inc. JOB NAME: FOX ENGINEERING SEISMIC 1 1 \ Manufacturers of VibroUon Control Products CUSTOMER: MASON OREGON 350 Robro Drive 2101 W. Crescent St., Suite 0 OVERTURNING :;;i Ho 518/ 9348 e NY – 0282 788 Anaheim714/535-2727 , CA 92807 CUSTOMER P.O.: JOB NO.: i • _ ';•, FAX 518/348 -0279 FAX 714/535 -5738 MASON E.O.: 22342 DWG. NO.: PAGE -2 CALCULATIONS TELEX 88 -8484 TAG: PACKAGED SKID Pt P. vb.. 1111 • • 4 Maximum shear per location • I I . • a • • a ' • 1 14. ' • F • d • tfir P ' N • • d 4 • To maximize the values a' • ' a di', & di', will yield a condition d8 d8 To combine seismic anchor loads Based on maximum Pt and maximum shear Ps. I b B = Tan - I b, Pt = Tension on location Tang = I *b I *k Ps = Shear on location n = Number of anchors per location T = Tension per anchor V = Shear per anchor Analysis of Bolt Pt And Ps T' = n peon = n Combining the loads for the unity check: • 513 5/3 -tp PROFS (- T bo -F( ybolt 1 51.0 $- �G�l*IF�. ��Q allow allow J O 44' AP , 8 t� � OREGON 44/ R 27,E o 40 DHAa A . (EXPIRES: 12/31/09' ow R ICHKD IDAT /4107 I (DWG. NO. PAGE -2 DI ect_Anchor Conc 1 4I1 , � -' !�! MASON INDUSTRIES Inc. � SEISMIC OVERTURNING CALCULATIONS an ;; \ Manufacturers of Vibration Control Products ± L JOB NAME: FOX ENGINEERING 350 Rabro Drive 2101 W. Crescent, Suite D 71i Hauppauge, NY 11788 Anaheim, CA 92801 CUSTOMER: MASON OREGON 631 l 348.0282 714 / 535.2727 E.O. NUMBER: 22342 r "'' FAX 831 / 348-0279 FAX 714 / 535.5738 DATE 6/4/2007 CALC PAGE -3 Tag: ' ACKAGED SKID Wp= 5055 ap= 1.00 Rp= 2.50 Sds= 1.14 1 p= 1.00 z= 1.00 h= 1.00 Fph (mlo.) = 2766 FPh (mtn) = 1729 FPh (max.) = 9220 . Fph(a)= 3952 Fpv(a)= 1153 Seismic Force Ratio= 0.78 b1= 85.50 b2= 49.50 h= 96.00 N= 8 Req. Edge Distance= 8 1/2 Tbolt(max. allow)= 4272 Vbolt(max. allow)= 6313 n= 1 Anch. Dia.= 5/8 Anchor Embedment= 5 X 00 PROFF Ixx= 8123 � GIN Iyy= 4901 O � �!x e p Tan(theta)= 1.04 W ,828 theta(rad)= 0.81 A theta(deg)= 46.18 ft GON Pt= -2279 Pc= 3543 27,E Ps= 494 O/ OHAV086 Tbolt= 2963 Vbolt= 642 Unity= 0.57 Hilti Kwik Bolt -TZ Anchor; ICBO Report ESR -1917 Tables 9 & 10 Stone Aggregate, Pc =3000 psi concrete, With Special Inspection Note: Anchorage calculations are based on the above anchors size, edge distance, and embedment. If other anchors bolts are used they must be selected by others to meet required tension and shear forces and installation requirements. • i • I FORM A•17270 HILTI TZ 2003 6/4/2007 ESR -1917 EPC)RT' M Issued September 1, 2005 This report Is subject to re- examination in one year. ICC Evaluation Service, Inc. BuslnesslReglonal Office • 5360 W01 n Mm Road, Whiter, Walla 90601 • (562) 699-0543 www.icc-es.org Regional Office • 900 Montclair Road, Suite A Birmingham, Alabama 35213 • (205) 59&9800 g Regional Office • 4051 West Rossmoor Road, Country Club Hills, Illinois 60478 • (708) 799.2305 DIVISION: 03— CONCRETE carbon steel conforms to ASTM A 563, Grade A, and the hex Section: 03151 — Concrete Anchoring nut for stainless steel conforms to ASTM F 594. REPORT HOLDER: The anchor body is comprised of a high- strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three - section HILTI, INC. expansion element which freely moves around the mandrel. 5400 SOUTH 122 EAST AVENUE The expansion element movement is restrained by the TULSA, OKLAHOMA 74146 mandrel taper and by a collar. The anchor is installed in a (800) 879 -8000 predrilled hole with a hammer. When torque is applied to the www.us.hiltl.com nut of the installed anchor, the mandrel Is drawn into the HIItiTechEnaC■a?us.hlltI.com expansion element, which is In tum expanded against the wall of the drilled hole. EVALUATION SUBJECT: Installation information and dimensions are set forth In Section 4.3 and Table 1. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE. Normal- weight and structural lightweight concrete shall conform to Sections 1903 and 1905 of the IBC and UBC. 1.0 EVALUATION SCOPE 4.0 DESIGN AND INSTALLATION Compliance with the following codes: 4.1 Strength Design: • 2003 international Building Code (IBC) Design strengths shall be determined in accordance with ACI • 2003 International Residential Code ® (I (IRC) 318 -02 Appendix D and this report. Design parameters are provided in Tables 3 and 4. Strength reduction factors 4) as • 1997 Uniform Building Cod& (UBC) given in ACI 318 D.4.4 shall be used for Toad combinations Properties evaluated: calculated in accordance with Section 1612.2 of the UBC or : Section 1605.2 of the IBC. Strength reduction factors 4) as Structural given in ACI 318 D.4.5 shall be used for load combinations 2.0 USES calculated in accordance with Section 1909.2 of the UBC. Strength reduction factors 4) corresponding to ductile steel The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, elements may be used. An example calculation Is provided in wind, and seismic tension and shear loads in cracked and Figure 6. uncracked normal- weight concrete and structural lightweight 4.1.1 Requirements for Concrete Breakout Strength In concrete having a specified compressive strength, f' 0 , of Tension: The basic concrete breakout strength in tension 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa);. and cracked shall be calculated according to ACI 318 Section D.5.2.2, and uncracked normal- weight or structural sand lightweight using the values of h and k, as given in Tables 3 and 4 In concrete over metal deck having a minimum specified lieu of hand k, respectively. The nominal concrete breakout p compressive strength, t e , of 3,000 psi (20.7 MPa). The strength In tension in regions where analysis indicates no anchoring system is an alternative to cast -in -place anchors cracking in accordance with ACI 318 Section D.5.2.6 shall be described in Sections 1912 and 1913 of the IBC and Sections calculated with W, as given in Tables 3 and 4. For carbon 1923.1 and 1923.2 of the UBC. The anchors may also be steel KB-TZ installed in the soffit of sand lightweight or used where an engineered design Is submitted in accordance normal- weight concrete on metal deck floor and roof with Section R301.1.2 of the IRC. assemblies, as shown in Figure 5, calculation of the concrete 3.0 DESCRIPTION breakout strength may be omitted. (See Section 4.1.3.) KB -TZ anchors are torque - controlled, mechanical expansion 4.1.2 Requirements for Critical Edge Distance: In anchors. KB-TZ anchors consist of a stud (anchor body), applications where c < c supplemental reinforcement to wedge (expansion elements), nut, and washer. The anchor control splitting of the concrete is not present, the concrete (carbon steel version) is illustrated in Figure 1. The stud is breakout strength in tension for uncracked concrete, manufactured from carbon or stainless steel materials with calculated according to ACI 318 Section D.5.2, shall be corrosion resistance equivalent to AISI 304. Carbon steel further multiplied by the factor W as given by the following KB -TZ anchors have a minimum 5 pm (0.00002 inch) zinc equation: plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from stainless steel with = — c corrosion resistance equivalent to AISI 316. The hex nut for Wei c (1) ilgt REPORTS° are not 0 be construed as representing aesthetics or any other attributes not specylcally addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranry by ICC Evaluation Service, Inc., express or implied, as to any ANSI finding or other matter in this report, or as to any product covered by the report. ICm� Copyright 4D 2005 Page 1 of 11 Page 2 of 11 ESR -1917 - • whereby the factor W,, need not be taken as Tess than be evaluated with the values given in Tables 3 and 4. The 1.5 h,, values of N.,,,,,„, shall be adjusted for concrete strength as For all 'other cases, W = 1.0. Values for the follows: c • critical edge distance c shall be taken from Table 3 or Table 4. N A ,m .ro = N as a , F -----9—f' (Ib, psi) (4) 4.1.3 Requirements for Pullout Strength in Tension: The pullout strength of the anchor in cracked and uncracked If no values for N or V,,,,„ are given in Table 3 or Table concrete, where applicable, Is given in Tables 3 and 4. In 4, the static design strength values govem. (See Sections accordance with ACI 318 Section D.5.3.2, the nominal pullout 4.1.3 and 4.1.4.) strength in cracked concrete shall be calculated according to the following equation: 4.2 Allowable Stress Design: Design resistances for use with allowable stress design load N p „ t , = Al p,„ 2 500 (lb, psi) (2) combinations calculated In accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC, shall be established as follows: In regions where analysis indicates no cracking in Rd accordance with ACI 318 Section D.5.3.6, the nominal pullout R 5 strength in tension shall be calculated according to the ° ' a " " S D ( ) following equation: where R, = 0 • R, represents the limiting design strength to N,,, = N p „„ „ 2500 (lb, psi) (3) tension (4)N „) or shear (4)V „) as calculated according to ACI 318 Sections D.4.1.1 and D.4.1.2 and Section 4.1 of this report. For Toad combinations including earthquake, the value Where values for N or N are not provided in Table 3 Rd in Equation (5) shall be multiplied by 0.75 in accordance or Table 4, the pullout strength in tension need not be with ACI 318 Section D.3.3.3. Limits on edge distance, evaluated. anchor spacing and member thickness, as given in Tables 3 The pullout strength in cracked concrete carbon e ullot tceet of the r steel and 4 of this report, shall apply. Allowable service loads for K installed The ullot t in the soffit c a of sand lightweight atof the r normal- steel single anchors in tension and shear with no edge distance or weight concrete on metal deck floor and roof assemblies, as spacing reduction are provided in Tables 6 through 9, for illustration. These values have been derived per Equation (5) shown in Figure 5, is given in Table 3. In accordance with ACI using the appropriate strength reduction factors 4from Tables 318 Section D.5.3.2, the nominal pullout strength in cracked 3 and 4 and the a factors provided in Section 4.2. concrete shall be calculated according to Eq. (2), whereby the value of ti shall be substituted for N,,,. The use of The value of a shall be taken as follows: stainless stee KB-TZ anchors installed in the soffit of REFERENCE FOR a concrete on metal deck assemblies is beyond the scope of STRENGTH this report. In regions where analysis indicates no cracking in REDUCTION Including Excluding accordance with ACI 318 Section D.5.3.6, the nominal pullout FACTORS Seismic Seismic strength In tension may be increased by W, as given in Table • ACI 318 Section D.4.4 1.1 1.4 3. Minimum anchor spacing along the flute for this condition shall be the greater of 3.0h,, or 1 times the flute width. W4 ACI 318 Section D.4.5 1.2 1.55 is 1.0 for all cases. In lieu of ACI 318 D.7.1, D.7.2 and D.7.3, interaction shall 4.1.4 Requirements for Static Shear Capacity V,: in lieu be calculated as follows: of the value of V, as given in ACI 318 Section 0.6.1.2(c), the For shear loads V s 0.2 • V,,„,, the full allowable Toad in values of V, given in Tables 3 and 4 of this report shall be tension T„ may be taken. used. The shear strength V, as governed by steel failure of the KB-TZ Installed in the soffit of sand lightweight or For tension loads T s 0.2 • T,„„,,,, ,, the full allowable load normal- weight concrete on metal deck floor and roof in shear V,,,,, may be taken. assemblies, as shown In Figure 5, is given In Table 3. For all other cases: i 4.1.5 Requirements for Minimum Member Thickness, T V Minimum Anchor Spacing and Minimum Edge Distance: + s 1.2 ( ) In lieu of ACI 318 Section D.8.3, values of c,„,„ and S,„,, as T eu n ow,ASO V „ aSD .2 6 - given in Tables 2 and 3 of this report shall be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses h,„,, as given in Tables 3 and 4 of this report shall be used. Additional 4.3 Installation: combinationsforminimumedgedistancec ,„,,andspacing Installation parameters are provided in Table 1 and in Figure may be derived by linear interpolation between the given - boundary values. (See Figure 4.) � 2. The Hlltl KB -TZ shall be installed according to manufacturer's published instructions and this report. Anchors 4.1.6 Requirements for Seismic Design: For load shall be installed in holes drilled into the concrete using combinations Including earthquake, the design shall be carbide -tipped masonry drill bits complying with ANSI performed according to ACI 318 Section D.3.3, The nominal 8212.15 -1994. The nominal drill bit diameter shall be equal to steel strength and the nominal concrete breakout strength for that of the anchor. The drilled hole shall exceed the depth of anchors in tension, and the nominal concrete breakout anchor embedment by at least one anchor diameter to permit strength and pryout strength for anchors in shear, shall be over - driving of anchors and to provide a dust collection area calculated according to ACI 318 Sections D.5 and D.6, as required. The anchor shall be hammered into the predrilled respectively, taking into account the corresponding values hole until at least four threads are below the fixture surface. given In Tables 3 and 4. The nominal pullout strength N The nut shall be tightened against the washer until the torque and the nominal steel strength for anchors in shear V,,,,,, shall values specified in Table 1 are achieved. For installation in • Page 3 of 11 ESR -1917 the soffit of concrete on metal deck assemblies, the hole 5.9 Since an ICC-ES acceptance criteria for evaluating data diameter in the steel deck shall not exceed the diameter of to determine the performance of expansion anchors the hole in the concrete by more than V, inch (3.2 mm). subjected to fatigue or shock loading is unavailable at • 4.4 Special Inspection: this time, the use of these anchors under such conditions is beyond the scope of this report. Special inspection is required, in accordance with Section 5.10 Anchors may be installed in regions of concrete where 1701.5.2 of the UBC and Section 1704.13 of the IBC. The cracking has occurred or where analysis indicates special inspector shall be on the jobsite continuously during cracking may occur (f, > f,), subject to the conditions of anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole this report. dimensions, hole cleaning procedures, anchor spacing, edge 5.11 Anchors may be used to resist short-term loading due to distances, concrete thickness, anchor embedment, and wind or seismic forces, subject to the conditions of this tightening torque. report. 5.0 CONDITIONS OF USE 5.12 Where not otherwise prohibited in the code, KB -TZ The Hilti KB -TZ anchors described in this report comply with anchors are permitted for use with fire - resistance -rated the codes listed in Section 1.0 of this report, subject to the construction provided that at least one of the following following conditions: conditions is fulfilled: 5.1 Anchor sizes, dimensions and minimum embedment •Anchors are used to resist wind or seismic forces only. depths are as set forth in this report. • Anchors that support a fire- resistance -rated envelope 5.2 The anchors shall be installed in accordance with the or a fire- resistance -rated membrane are protected by manufacturer's published instructions and this report in approved fire- resistance - rated materials, or have been evaluated for resistance to cracked and uncracked normal- weight concrete and fire exposure In structural lightweight concrete having a specified accordance with recognized standards. compressive strength, P of 2,500 psi to 8,500 psi (17.2 • Anchors are used to support nonstructural elements. MPa to 58.6 MPa), and cracked and uncracked normal- 5.13 Use of zinc - coated carbon steel anchors is limited to weight or structural sand lightweight concrete over metal dry, interior locations. deck having a minimum specified compressive strength, P c , of 3,000 psi (20.7 MPa). 5.14 Anchors are manufactured by Hilti AG, In Schaan, 5.3 The values of f', used for calculation purposes shall not Liechtenstein, with quality control inspections by exceed 8,000 psi (55.1 MPa). Underwriters Laboratories Inc. (AA -637). 5.4 Loads applied to the anchors shall be adjusted in 6.0 EVIDENCE SUBMITTED accordance with Sections1612.2 or 1909.2 of the UBC 6.1 Data in accordance with the ICC-ES Acceptance and Section 1605.2 of the IBC for strength design, and Criteria for Mechanical Anchors In Concrete Elements in accordance with Section 1612.3 of the UBC and (AC193), dated June 2004 (ACI 355.2). Section 1605.3 of the IBC for allowable stress design. 6.2 A quality control manual. 5.5 Strength design values shall be established in accordance with Section 4.1 of this report. 7.0 IDENTIFICATION 5.6 Allowable design values are established in accordance The anchors are identified by packaging labeled with the with Section 4.2. manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, evaluation report number(ICC -ES 5.7 Anchor spacing and edge distance as well as minimum ESR- 1917), and the name of the inspection agency member thickness shall comply with Tables 3 and 4. (Underwriters Laboratories Inc.). The anchors have the letters 5.8 Prior to installation, calculations and details KB -17 embossed on the anchor stud and four notches demonstrating compliance with this report shall be embossed Into the anchor head, and these are visible after submitted to the building official. The calculations and installation for verification. details shall be prepared by a registered design professional where required by the statutes of the Jurisdiction in which the project is to be constructed. Page 4 of 11 ESR•1917 UNC thread • mandrel �.1. . �,► {'hr� # } 1i I �� ' ¢" ` r' dog point e l i;`,,I ",.e �f .: � -' ,4 1.r -,. #1 1 1 1 1t 1:.. i y , expansion setting assist element collar washer hex nut bolt FIGURE 1 —HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ) TABLE 1— SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 318 112 5/8 3/4 In. 0.375 0.5 0.625 0.75 Anchor O.D. d. (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit diameter dm In. 3/8 1/2 5/8 3/4 Effective min. he In. 2 2 3.1/4 3.1/8 4 33/4 4-3/4 embedment (mm) (51) (51) (83) (79) (102) (95) (121) Min. hole depth In. 2-5/8 2.518 4 3-7/8 4-3/4 4 -5/8 5-3/4 (mm) (67) (67) (102) (98) (121) (117) (146) Min. thickness of In. 1/4 3 114 3/8 3/4 1/8 1.5/8 I fastened party 61' (mm) (6) (19) (6) (9) (19) (3) (41) 1 ft-lb 25 40 60 110 Installation torque Tr„ (Nm) (34) (54) (81) (149) Min. dia. of hole in In. 7/16 9/16 11/16 13/16 fastened part di, (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor t In. 3 3.3/4 5 3.314 4-1/2 5.112 7 4.3/4 6 81/2 10 5 -112 8 10 lengths m (mm) (16) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length fa In. 7/8 1-5/8 2-7/8 1-5/8 2.318 3-3/8 4.7/8 1-1/2 2 -3/4 5-1/4 6-3/4 1-1/2 4 6 (incl. dog point) (mm) (22) (41) (73) (41) (60) (86) (178) (38) (70) (133) (171) (38) (102) (152) Unthreaded length urn* In. 2-1/8 2-1/8 3-1/4 4 (mm) (54) (54) (83) (102) Distance from end of H , In. 1/4 3/8 1/2 7/8 anchor to he (mm) (6) (10) (13) (22) 1 The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and Is controlled by the length of thread. If a thinner fastening thickness is required, Increase the anchor embedment to suit. Page 5 of 11 ESR -1917 111 • `thread d ly A : jet; tench tunthr do h h o • rti 1 t hr FIGURE 2 —KB-TZ INSTALLED TABLE 2— LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G H I J K L M N O P Q R S T U V W on bolt head Length of 1/ 2 2 Y 3 3 ! 4 4/ 5 5% 6 6A 7 7/ 8 81/2 9 91/2 10 11 12 13 14 15 anchor, tench Up to but • (Inche not 2 21/2 3 314 4 41 5 514 6 6h 7 7A 8 8 K 9 9/ 10 11 12 13 14 15 16 including FIGURE 3 —BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT Page 6 of 11 ESR -1917 TABLE 3- DESIGN INFORMATION, CARBON STEEL KB -TZ • DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 5/8 3/4 Anchor O.D. d, In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1 Effective min. embedment' ha In. 2 2 3-1/4 3-1/8 4 3 -3/4 4-3/4 (mm) (51) (51) (83) (79) _ (102) (95) (121) In. 4 5 4 6 6 8 5 6 8 6 8 8 Min. member thickness hm„ (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance cc, In. 4-3/8 4 5-1/2 4-1/2 7 -1/2 8 8.1/2 8 -3/4 6-3/4 10 8 9 (mm) (111) (102) (140) (114) (191) (152) (165) (222L(171) (254) _ (203) (229) In. 2 -1/2 2 -3/4 2 -3/8 3-5/8 3-1/4 4-3/4 4-1/8 cmm (mm) (64) (70) (60) (92) (83) (121) (105) Min. edge distance for s t In. 5 5-3/4 5-3/4 6-1/8 5-7/8 10 -1/2 8 -7/8 (mm) (127) (146) (146) (156) (149) (267) (225) s In. 2 -1/2 2 -3/4 2 -3/8 3-1/2 3 5 4 ue, Min. anchor spacing (mm) (64) (70) (60) (89) (76) (127) (102) for c t In. 3-5/8 4-1/8 3 -1/2 4 -3/4 4-1/4 9-1/2 7 -3/4 (mm) (92) (105) (89) (121) (108) (241) (197) Min. hole depth In concrete h. In. 2 -5/8 2 -5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 (mm) (67) (67) (102) (98) (121) (117) (146) Min. specified yield strength f, Ib/in 100,000 84,800 84,800 84,800 (N/mm (690) (585) (585) (585) Ib/in 125,000 ' 106,000 106,000 106,000 Min. specified ult strength f (N /mm (882) (731) (731) (731) Effective tensile stress area A. In' 0.052 0.101 0.162 0.237 (mm) (33.6) (65.0) (104.6) (152.8) Steel strength in tension N. Ib 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) • Steel strength in shear V. Ib 3,595 6,405 10,555 15,930 (kN) (16.0) (28.5) (47.0) (70.9) Steel strength in shear, Ib 2,255 6,405 10,555 14,245 seismic V '" D (kN) (10.0) (28.5) (47.0) (63.41 Steel strength In shear, ° V, a�x Ib 2130 3,000 4,945 4,600 6,040 NP NP concrete on metal deck (kN) (9.5) (13.3) (22) (20.5) (26.9) Pullout strength uncracked Ib 2,515 5,515 9,145 8,280 10,680 concrete' N0 ""` (kN) (11.2) NA (24.5) NA (40.7) (36.8) (47.5) Pullout strength cracked Ib 2,270 4,915 NA NA NA NA concrete N " (kN) (10.1) (21.9) Pullout strength concrete on N va Ib 1,460 1,460 2,620 2,000 4,645 NP NP metal deck (kN) (6.5) (6.5) (11.7) (8.9) (20.7) Anchor category' 1 Effectiveness factor k„. uncracked concrete 24 Effectiveness factor k cracked concrete' 17 r(/ = k„../kQ ° 1.41 Strength reduction factor 0 for tension, steel 0.75 failure modes Strength reduction factor 0 for shear, steel failure 0.65 modes Strength reduction 0 factor for tension, concrete 0.65 failure modes, Condition B Strength reduction 0 factor for shear, concrete 0.70 . failure modes, Condition B For S1: 1 Inch = 25.4 mm. 1 Ibf = 4.45 N, 1 psi = 0.008895 MPa For pound -Inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2 See Section 4.1.6 of this report. 'See Section 4.1.4. NP (not permitted) denotes that the condition Is not supported by this report. ' See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. . ° See Section 4.1.3 of this report. NP (not permitted) denotes that the condition Is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. !See ACI 318-02 Section D.4.4. 'See ACI 318-02 Section D.5.2.2. ° See ACI 318-02 Section D.5.2.8. ° The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. 10 For use with the bad combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement In conformance with ACI 318-02 Section D.4.4 Is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. • Page 7 of 11 ESR -1917 TABLE 4- DESIGN INFORMATION, STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 • Anchor O.D. do In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min. embedment' he In. 2 2 3-1/4 3-1/8 4 3 -3/4 4-3/4 (mm) (51) (51) 83) (79) (102) (95) (121) Min. member thickness h,,,, In. 4 5 4 6 6 8 5 6 6 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (152) (203) Critical edge distance ca In. 4-3/8 3-7/8 5-112 4-1/2 7 -1/2 6 7 8-7/8 6 10 7 9 (mm) (111) (98) (140) (114) (191) (152) (178) (225) _(152) (254) (178) (229) Cmh in. 2 -1/2 2 -7/8 2 -1/8 3-1/4 2 -3/8 4-1/4 4 Min. edge distance (mm) (64) (73) (54) , (83) (60) (108) (102) for s t in. 5 5-3/4 5-1/4 5-1/2 5 -1/2 10 8-1/2 (mm) (127) (146) (133) (140) (140) (254) (218) sm6 In. 2 -1 /4 2 -7/8 2 2 -3/4 2-3/8 5 4 Min. anchor spacing (mm) (57) (73) (51) (70) (80) (127) (102) for c 2 in. 3-1/2 4-1/2 3-1/4 4-1/8 4 -1/4 9 -1/2 7 (mm) (89) (114) (83) (105) (108) (241) (178) Min. hole depth in concrete h, In. 2 -5/8 2 -5/8 4 3-7/8 4-3/4 4-5/8 5-3/4 (mm) m (67) (67) (102) (98) (121) (117) (148) Ib/in 92,000 92,000 92,000 76,125 Min. specified yield strength fr (N/mm (834) (634) (634) (525) lb/in` 115,000 115,000 115,000 101,500 Min. specified ult. Strength 4, (N /mm') (793) (793) (793) (700) Effective tensile stress area A. In` 0.052 0.101 0.162 0.237 (mm) (33.6) (65.0) (104.6) (152.8) Steel strength In tension No lb 5.968 11,554 17,880 24,055 (kN) (26.6) (51.7) (82.9) (107.0) Steel strength in shear V. Ib 4,870 8,880 11,835 20,050 (kN) (21.7) (30.6) (52.6) (89.2) Steel strength In tension, N Ib NA 2,735 NA NA seismic (kN) (12.2) Steel strength In shear, Ib 2,825 6,880 11,835 14,615 seismic' V ' u ' (kN) (12.6) (30.6) (52.6) (65.0) Pullout strength uncracked lb 2,630 5,760 12,040 concrete' N v,u,,c, (kN) (11.7) NA (25.6) NA (53.6) Pullout strength cracked Ib 2,340 3,180 5,840 8,110 concrete N,, NA NA NA (kN) (10.4) (14.1) (28.0) (38.1) Anchor category 1 Effectiveness factor ;c uncracked concrete 24 Effectiveness factor k,,, cracked concrete 17 24 17 17 17 24 17 iii3= kunalk„ 1.41 1.00 1.41 1.41 1.41 1.00 1.41 Strength reduction factor 0 for tension, steal 0.75 failure modes' Strength reduction factor 0 for shear, steel failure 0.85 modes' Strength reduction 0 factor for tension, concrete 0.65 failure modes, Condition B Strength reduction 0 factor for shear, concrete 0.70 failure modes, Condition B For Si: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -Inch units: 1 mm = 0.03937 Inches 'See Fig. 2. 'See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design. • 3 See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. • ° See ACI 318 -02 Section D.4.4. ° See ACI 318-02 Section D.5.2.2. ° See ACI 318-02 Section D.5.2.6. • 'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. ° For use with the Toad combinations of ACI 318-02 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 Is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Page 8 of 11 ESR -1917 I i st , i c u) v - hmin a Cmin at S a N II11 1111 - i `I NI 11 s design Smin at c a 11 11 h2 h„r, II 1 1 1 i t I 1 Cdesi edge distance c FIGURE 4- INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-MEAN AXIAL STIFFNESS VALUES R FOR KB -TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL- WEIGHT CONCRETE (10 Concrete condition carbon steel KB-TZ, all diameters stainless steel KB -TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 1 i TABLE 6 -KB-TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD), NORMAL - WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds) Concrete Compressive Strength Nominal Embedment Anchor Depth h.( fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc = 8,000 psi Diameter (In.) Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless steel steel steel steel steel steel steel steel 3/8 2 1,168 1,221 1,279 1,338 1,477 1,545 1,809 1,892 2 1,576 1,576 1,726 1,726 1,993 1,993 2,441 2,441 31/4 2,561 2,674 2,805 2,930 3,239 3,383 3,967 4,143 5/8 31/8 3,078 3,078 3,372 3,372 3,893 3,893 4,768 4,768 4 4,246 4,457 4,651 4,883 5,371 5,638 6,578 6,905 3 3/4 3,844 4,046 4,211 4,432 4,863 5,118 5,956 6,268 34 - 4 3/4 4,959 5,590 5,432 6,124 6,272 7,071 7,682 8,660 For 81: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound-Inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Re as per ACI 318 -02 and conversion to ASD in accordance with Section 4.2 Eq. (5) of this report is required. V Vauues are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.85. For all- lightweight concrete, multiply values by 0.75. See ACI 318-02 Section D.3.4. 'Condition 8 applies where supplementary reinforcement In conformance with ACI 318 -02 Section 0.4.4 Is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors • associated with Condition A may be used. ti , • Page 9 of 11 ESR -1917 TABLE 7 -KB -TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds) - Concrete Compressive Strength Nominal Embedment fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc =13,000 psi Anchor Depth hm Diameter (in.) Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless steel steel steel steel steel steel steel steel 3/8 2 1,054 1,086 1,155 1,190 1,333 1,374 1,633 1,683 % 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 31/4 2,282 2,312 2,500 2,533 2,886 2,925 3,535 3,582 5/8 31/8 2,180 2,180 2,388 2,388 2,758 2,758 3,377 3,377 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891 4,201 3 3/4 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 % 4 3/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 For 8I: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -Inch units: 1 mm = 0.03937 Inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-02 and conversion to ASD in accordance with Section 4.2 Eq. (5) is required. 2 Vauues are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.85. For all - lightweight concrete, multiply values by 0.75. See ACI 318-02 Section D.3.4. 'Condition B applies where supplementary reinforcement In conformance with ACI 318 -02 Section D.4.4 Is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. TABLE 8 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD (ASD), STEEL (pounds) Nominal Allowable Steel Capacity, Static Shear Anchor Diameter Carbon Steel Stainless Steel 3/8 1,669 2,661 % 2,974 3,194 5/8 4,901 5,495 ' 7,396 9,309 For S1: 1 Ibf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds)'' 7 Concrete Compressive Strength Nominal Embedment fc = 2,500 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Anchor Depth he Diameter (in.) Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless steel steel steel steel steel steel steel steel 3/8 2 1,006 1,037 1,102 1,136 1,273 1,312 1,559 1,607 1/2 2 1,065 1,212 1,167 1,328 1,348 1,533 1,651 1,878 31/4 2,178 2,207 2,386 2,418 2,755 2,792 3,375 3,419 . 5/8 31/8 2,081 2,081 2,280 2,280 2,632 2,632 3,224 3,224 4 3,014 2,588 3,301 2,835 3,812 3,274 4,669 4,010 3/4 3 3/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568 4 3/4 3,900 3,900 4,272 4,272 4,933 4,933 6,042 6,042 - For SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa For pound -Inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-02 and conversion to ASD in accordance with Section 4.2 Eq. (5) Is required. 2 Values are for normal weight concrete. For sand - lightweight concrete, multiply values by 0.85. For all - lightweight concrete, multiply values by 0.75. See ACI 318-02 Section D.3.4. 'Condition B applies where supplementary reinforcement in conformance with ACI 318 -02 Section D.4.4 Is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. . s - Page 10 of 11 ESR -1917 TABLE 1O —KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), STEEL (pounds) • Nominal Allowable Steel Capacity, Seismic Shear Anchor Diameter Carbon Steel Stainless Steel 3/8 999 1,252 1/2 2,839 3,049 5/8 4,678 5,245 3/4 6,313 6,477 For SI: 1 Ibf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. N Z • y ` t': ' X 1151515':',••J tt ylLttltft}'. i} llL' t} tJ t:\ 5': l':• �t}+ 5; 1; 5f5;::;: :j }�.•: :•t';t:lttt t', t:: t'::'•t'•l ;•t;�l! \� \' V' W !t �:��• lj l lI\ :5tt15:. t:li : , t .�tJ,:l t: f . ` � l i { :: 1 .' . 5 . • i t:1 tt•`.ttJ,tl5. : �:.ttJi J: Jt Jtil {��t1 :, t� .l' l J I tll l5 15} ��•15:.5:•155•\ :'51: ltlf 9. _ ::.:.t l y .t •, .l• :,l MIN. 3 000 PSI NORMAL OR SAND U •L l •,; .1 ,ti;.;, :, :.5r:rut LIGHTWEIGHT CONCRETE t r';:• 1 J t t . t:7� ti is tit \: a::lt J' t , /L! ti•!:J ! \: tl,l • •` t:tt VIVA, J t,Jlt t s , , Z till hit J,p J,t; J;J5.,. ., J ' , 5J5lt . A . 5J5J5J,t 5 J,J,t l t\I tt, J ttit• 5 l5 l;•j • J \l�ttl; tt't \ t 1 , �t ;l••ttt:� �5t11 1! r:( - _ :10 UPPER ii ?r:: ': '.•'.% 1 (VALLEY t \It; , tl •5 : {,l ) `+Y`; ``: ?i:`•t `. :; ,. " ":;l ",` .` s MIN. 20 GAUGE 1111 ;ft STEEL W -DECK f I MIN. 4 -1/2 "I i MIN. 4-1/2" I I MIN. 12" TYP. I LOWER FLUTE —.� — MAX. 1" I (RIDGE) OFFSET, TYP. FIGURE 5— INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES • • . Page 11 of 11 ESR -1917 Given: ,� A A ?H I 2 - 1/2 -in. KB -TZ anchors under static Ten ♦ ' 1.5h ▪ tension load as shown. ` F -, r y � f � Normal = 3.25 in. 0 F ormal wt. concrete, P = 3,000 psi ,� Ni0�2 No supplementary reinforcing. \... 1 r te r .` ., s = 6" Assume uncracked concrete. 6" .... � +I, i" t''`f 4 ] Condition B per ACI 318 D.4.4 c) I ? 3 a : Calculate the allowable tension Toad for I ,. ' . �� this configuration. ;:':,,.:.,::;;; :;::.;:;;`; ?:,2#4P4'04 `E� 1.5h,r I I: r #? _ <. r: A -A Calculation per ACI 318-02 Appendix D and this report. Code Report Ref. Ref. Step 1. Calculate steel capacity: ON, = 0nAJ,„ = 0.75 x 2 x 0.101 x 106,000 = 16,0591b D.5.1.2 Table 3 D.4.4 a) Step 3. Calculate concrete breakout strength of anchor in tension: N _ D WI w2 iv, N . iv,,,,, D § 4.1.1 A,„, § 4.1.2 Step 3a. Verify minimum member thickness, spacing and edge distance: D.8 Table 3 Nth, = 6 in. 5 6 in. .. o k smin 2.375, 5.75 Fig. 3 slope = 2.375 - 5.75 = -3.0 3.5 - 2.375 For c„ =41n 3.5, 2.375 2.375 controls s„ = 5.75 - [(2.375 - 4.0)( -3.0)] = 0.875 < 2.375 in < 6i ... 0.875 4 crriin Step 3b. Check 1.5h, = 1.5(3.25) = 4.88 in > c 3.0h, = 3(3.25) = 9.75 in > s D.5.2.1 Table 3 1 Step 3c. Calculate ANO and AN for the anchorage: A. = 9hd = 9 x (3.25) = 95.1 in D.5.2.1 Table 3 A = (1.5h +c)(3h„ +s)= [1.5x(3.25) +4 ][3x(3.25) +6]= 139.8 < 2• A„, .. ok Step 3d. Determine vi, : e' = .'. yr = D.5.2.4 - Step 3e. Calculate Nb: N, = k f, h„" = 17 x 3,000 x 3.25" = 5,4561b D.5.2.2 Table 3 Step 3f. Calculate modification factor for edge distance: v2 = 4 D.5.2.5 Table 3 1.5(3.25) Step 3g. yr =1.41 (uncracked concrete) 0.5.2.6 Table 3 Step 3h. Calculate modification factor for splitting: c 1.5h 4 1.5(3.25) 1.5h _ § 4.1.2 Wf. _ - z " check : -4 _ = 0.53 ; = 0.65 > 0.53 .. - --controls Table 3 C c 7.5 7.5 car Step 3i. Calculate ON : ON = • x 13 x x x x D.5.2.1 § 4.1.1 CD p c6p 95.1 D.4.4 c) Table 3 ,000 D.5.3.2 § 4.1.3 Step 4. Check pullout strength: Per Table 3, on N = 0.65 x 2 x 5,514 lb -2,°5°0C10 500 = 7,852 Ib D.4.4 c) Table 3 • Step 5. Controlling strength: ON, = 4,5391b < OnN < ON, .. qN„,, controls D.4.1.2 Table 3 4, 539 Step 6. Convert value to ASD: T = = 3,242 Ib - § 4.2 . 1.4 FIGURE 6- EXAMPLE CALCULATION EVAPCO, INC. Chi i� UNIT COOLING TOWER I MODEL it ICT 4-94 IscALE NTS I DWG. TA040436- ERD-ST IRE"' I DATE ISERIAL t NOT: 1. M FAN MOTOR LOCATION 0 . * 2. MPT DENOTES MALE PIPE THREAD FPT DENOTES FEMALE PIPE THREAD BFW DENOTES BEVELED FOR WELDING , 3. t UNIT WEIGHT DOES NOT INCLUDE ACCESSORIES (SEE FOR ACCESSORIES) SEPARATE DRAWINGS ,.�,'� / ,, 121 4. 3/4" DIA. MOUNTING HOLES. REFER TO W VW _ , RECOMMENDED STEEL SUPPORT �(� 1 `� 5. MAID P� DRAWING UP WATER PRESSURE 20 MIN /i 50 psi MAX c .. 6. HEAVIEST SECTION IS LOWER SECTION I � I- 3' 7/8" -- „ 1 ; PI _ :3 , 7 ,,,, ,,, ® ACCESS DOOR / C\ r L J 39 3/4 • ' 4 - i . 4 MPT INLET q v - , ]I� 24 1/8 - i 9' -7" • r 2 MPT OVERFLOW 1 MPT MAKE -UP / 75 1/4 81 1/2 4MPT ••• } - OUTLET 4 4� 31 1/2 193/4 �0 rri i 4i8 . 4 t \ 2MFrDRN 1 1 F"-=1 v 1 1/4 3 L.-- 3'- 11c7/8" - -0 I °a 101/8 ---- 0 24 1/8 f ----' F 5 53 35 - 4' -1/4" - Z 0 — 0 ESS:E.1 FACE.2 SHIPPING WEIGHT 970 lbS .+ I OP 1720 IL. I HEA ON 600 lbs. I NO. OF SHIPPING SECTIONS 2 • EVAPCO, INC. "° c° TITLE STEEL SUPPORT CONFIGU4 I UNIT: 4x4 INDUCED DRAFT UNITS I DWG. 4 SLITO4O4 -DA 7/8" pp ; ] / 13/16 [51] [1114 [51] [ 21 ] 1 �� __ ∎��►_ j - .---14 w r' C/L OF UNIT LOAD -\,..________ I I / ' ' ( 4 1 5/8 46 5/8 UNIT OUTLINE -' -1 4" [ 1184] [ 2 13/16 C/L OF MOUNTING HOLES [ 21 ] 1 I (4)S6 3/4" [19mm] I .. - - MOUNTING HOLES I UNIT _ 1 �- _ • 1 MOUNTING • l V 13/16 J [ 21] PLAN VIEW 1► 41 . _ - ►..• U NOTES: 1. BEAMS SHOULD BE SIZED IN ACCORDANCE WITH ACCEPTED STRUCTURAL PRACTICES. 6. ANCHORING ARRANGEMENT SHOWN HAS A MAXIMUM WIND RATING OF 30 PSF (1.44 KP8I ON MAXIMUM DEFLECTION OF BEAM UNDER UNIT TO BE 11380 OF UNIT LENGTH NOT TO EXCEED 112 (13mm). CASED VERTICAL SURFACES. 2. DEFLECTION MAY BE CALCULATED BY USING 55% OF THE OPERATING WEIGHT AS 7. THE FACTORY RECOMMENDED STEEL SUPPORT CONFIGURATION IS SHOWN. A UNIFORM LOAD ON EACH BEAM. SEE CERTIFIED PRINT FOR OPERATING WEIGHT. CONSULT THE FACTORY FOR ALTERNATE SUPPORT CONFIGURATIONS. 3. SUPPORT BEAMS AND ANCHOR HARDWARE ARE TO BE FURNISHED BY OTHERS. 8. UNIT SHOULD BE POSITIONED ON STEEL SUCH THAT THE ANCHORING HARDWARE FULLY ANCHOR HARDWARE TO BE 5/8' I18mmj. PENETRATES THE BEAM'S FLANGE AND CLEARS THE BEAM'S WEB. 4. BEAMS MUST BE LOCATED UNDER THE FULL LENGTH OF THE PAN SECTION. 5. SUPPORTING BEAM SURFACE MUST BE LEVEL DO NOT LEVEL THE UNIT BY PLACING SHIMS BETWEEN THE UNIT MOUNTING FLANGE AND THE SUPPORTING BEAM. • ., • . • r I - - - I �� I1 1 m 1 Ip �> \� 1 (u II it 1 H -- T - -- _.---_,-...i 1 I I- L— -J I I I LI IJ - 1 L- -J 7 3/4 -- 23 4.-1/4° -- -3' -11 7/8 "--- END VIEW PAN REAR VIEW 1. � THE VERTICAL LADDER IS AN INDUSTRIAL ALUMINUM GRADE. ®v= UM 2. THE LADDER SHIPS LOOSE FOR FIELD INSTALLATION BY OTHERS. 3. SEE MOUNTING ARRANGEMENT DETAIL AS SHOWN. UNIT 4. THE LADDER AND DESIGNS FALL UNDER OSHA REOUIREMENTS. UNIT � r + t �" 3'°°'*° `ACTOR B ( ' VERTICAL • LADDER wool DwAssawu FOR SHRUE\R 1C. TA0404— ERA —LD • LWCO COVER PLATE (OPTIONAL, SEE WIRING PANEL DIAGRAM) (INSIDE UNIT) LOW WATER CUT -OFF 017- 00207PA THERMOSTAT THERMOSTAT BULB WELL 017- 00005P 017- 00006P - 1 (1) IMMS 8 HEATER ION 8 + 6 �' 6 8 8 4' -1/4" OPP. CONN. END VIEW ALL 4X INDUCED DRAFT UNITS NOTES: OvO OO 1. A MINIMUM OF CLEARANCE IS REOUIRED BETWEEN THE HEATER OUTLET BOX AND THE NEAREST OBSTRUCTION FOR REMOVAL OF THE HEATER. 2. ALL NIPPLES ON UNIT ARE NOT SHOWN IN ORDER TO CLARIFY HEATER COMPONENT LOCATIONS. 3. ALL HEATER COMPONENTS BY EVAPCO ARE FACTORY MOUNTED WHEN POSSIBLE. HEATER LOCATION HLT204ML- EA UNE VOLTAGE RECOMMENDED POWER AND CONTROL WIRING Il'Y'Y - ALL HEATERS AND CONTROLS NOT PROVIDED BY EVAPCO TO BE INSTALLED AND WIRED BY OTHERS - ALL POWER WIRING BY OTHERS I____ __1__ 6 / ose 0 - ALL FIELD WIRING BY OTHERS 1.1 L2 U • CEO UNE VOLTAGE ESE 0,0 (I) *HU) M„) (XI) 120v (X2) C: 11 i • ® LI CON '� <4:3 • ® u I ~ + - -- IMMERSION • ® U 1 1 • HEATER v aam ar one TMO T T ♦ -- 0 USED. REYOVE JUYPER LT MOT I LI V! U Of NEATER O r an z ----34----- v o---- -1 - - -- © U ---4---- - m 0 ❑ L- - 'J • IAR warm CUIOfT - - WT I 0 - TERMINAL POINT REMOTE .- DTE DEMCE IMMERSION HEATER BY: dEVAPCO ❑OTHERS ®va o0 1. DASHED LINES INDICATE FIELD WIRING. 2. THE HEATERS HAVE BEEN SIZED TO MAINTAIN 40•F PAN LOW WATER CUTOFF/THERMOSTAT EfEVAPCO ❑OTHERS WATER AT AN AMBIENT .TEMPERATURE OF T. CONTROL BY: 3. ALL COMPONENTS BY EVAPCO HAVE NEMA 4 ENCLOSURES. 4. AUXILIARY N.C. CONTACT INTERLOCKS IMMERSION HEATERS WITH AUXILIARY N.C. PUMP INTERLOCK BY: ❑ EVAPCO 'OTHERS SPRAY WATER CIRCULATING PUMP TO DE- ENERGIZE HEATERS WHEN SPRAY PUMP 15 RUNNING. HEATER CONTROL PANEL BY: ❑ EVAPCO ❑OTHERS 30 HEATER 5. (1) CONTACTOR 15 SUPPUED FOR EVERY (2) HEATERS WIRING DIAGRAM - CONTACTOR TERMINALS FOR SHOULD BE EE WIRED WITH SEPARATE SUPPLY TRANSFORMER BY: 0 EVAPCO ❑OTHERS 1 HEATER 6. (1) CONTACTOR IS SUPPUED PER CELL OF A MULTICELL UNIT HEATER CONTACTOR BY: ❑ EVAPCO ❑OTHERS - PROVIDES FOR INDMDUAL CELL OPERATION FUSED DISCONNECT BY: 0 EVAPCO ❑OTHERS B1AU0000 -ED EVAPCO, INC. "a °° TmE VIBRATION SWITCH I D 1PTIO SINGLE SPEED I DWG. 8 V1A00000 -ED SUPPLIED VOLTAGE, 3 PHASE INCOMING POWER SWITCH CONTACT RATING: 15 AMPS, 125, OR 480 Vac; 1/8 HP, 125 Vac; 1/4 HP, Q , Q YYYY \ CIRCUIT Vac; 1/2 AMP, 125 Vdc; 1/4 AMP, 250 Vdc. T TJ 7/i CIRCU BREAKER 1 1 1 1 1 I M1 OL1 1T1 WIRING DIAGRAM; 1 1T2 DPDT ♦ � 0 1 -'T I 1 -0- JL14- El-- F AN MOTOR 0 F F I 1T3 0 I I YN`� — 0 I L 1 • I SUPPLIED VOLTAGE L 1 H3 H2 —___J 0 CONTROL TRANSFORMER zryrnerrrL (BY OTHERS) X2 I - -- I ©I - -- x1 X2 1 I HAND_O T AUTO CONTROL VOLTAGE OL1 1 f - - - --0 0-D2- T 1 — El - ® MOTOR OPTIONAL i EVAPCO NOTES: III THERM! STAT _ 1 o-ox J VIBRATION 1. DASHED LINES INDICATE WIRING(BY OTHERS) OFF 017- 00464P ADJUSTMENT ADJUST THE SWITCH SO THAT DURING FULL SPEED START -UP AND UNDER NORMAL CONDITIONS, THE CONTACTS DO NOT TRIP. FIRST, WITH THE MOTOR ON AT FULL SPEED, TURN THE ADJUSTMENT SCREW COUNTER - CLOCKWISE (MORE SENSITIVE DIRECTION) UNTIL THE SWITCH TRIPS. NEXT, TURN ON THE ADJUSTMENT SCREW CLOCKWISE 1/8 TURN (LESS SENSITIVE DIRECTION). RESET THE SWITCH BY DEPRESSING THE PUSH - BUTTON RESET LOCATED ON TOP OF THE SWITCH. START THE MOTOR ON FULL SPEED. IF THE MOTOR TRIPS THE SWITCH, THEN TURN THE ADJUSTMENT SCREW CLOCKWISE AN ADDITIONAL 1/8 TURN. RESET THE SWITCH AND START THE MOTOR AGAIN. REPEAT THE ABOVE PROCEDURE UNTIL THE MOTOR CONTINUES TO RUN. fit s9k s sea►AC c RELAY TERMINAL ® TERMNAL BLOC( 0 PLC TERMINAL N Pk 631 " IIOh11RFD Ni i i w o • a 1'.,1 •,,,_i 1.-.../X ' B , 3Il . 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Ka a _ CPO $116 2 192 a a r-i----. . o RELAY TERMINAL ® TERMINAL BLOCK CI PLC TERMINAL Q N r • 1217/AC 1 s 1 s 1 1 1 1% Ai (4 X 1111 :� 8 1j $ t5 51 i TOUCH ( -24) • I:4 2 Z �D • ( ) ° .... T OUCH ♦24 a ( lU) • `� 1:11 0 Z W � n �� � L. 1 a(al)• UU �z W A11 (A-.6-.C-.D -) • • :r Rd, 45 �• 0 C1) a h O MI -111h. _ _ _ 1. , T TRANS. 1 o � (YD) • M il, TT1 4 -20mA - I -- I • rn A0 (A►) s _ MEL J L p l ig All (RA) O <a F7 i n 1 1m _ -- + TEMP TRANS. 2 _ > m 2§ TT2 4 -2OmA I -1 C gci g nfg g All(fir) 0 J , a w z oz g i Alt ((R6)) l.J"' ILI W o PUMP1 FAULT z N EP 1;11 vim 67 Ft VIM 8 puC 0 a (0.0) Y N Ft ~ W & & t �o Q s Y PUMP2 FAULT -, n 1 •:, 113DL 67 1QOa —a a (0.1) o O V t PUMP3 FAULT Mt. 67 II_ OM Q a (02) PUMP4 FAULT -r laDa. 67 Ft mime - - -CI a (0.3) TOWER FAN FAULT 37 ,:4 VD& 97 en CIE r0 a (0.4) . I E--n.° ._Q a (0.5) . --0 a (M) • -Q a (0.7) CR1 r MN 1. 14 1on _ (1.0) CR2 �,a a it 14 IMO e fla 0 a (1.1) CR3 S1W 3 11 1 a 11 ^ a (1 .2) MUT 3 g • 1200C • RELA TERMINAL ® TERMINAL BLOCK O PLC TERMBIAL 1 N . . , v aill • • SYSTEM ALARM gi 14-: • At 82 p it ' J k t COI •:00 • a n a PUMP • At A2 a *1) • • 4 o n 2 MA a 0 d PUMP 3 8 A gi 000.• • Cn I L i Dom a TOWER FAN � X 1441 AI A2 KON Q oO0 aim> r ■ 4 , f . 1 4 ,z sh , DOE a 11M1 I i 1, ii 1 W HIGH TEMP a • • A Al ® O 1 ,I: Cis MI FAULT PUMP 1 g 7 • 11 tt OS • al ® 82 ►'d & N & 6 kg OF g an ■3 FAULT PUMP 3 B 1I 14 15 • Al ® 12 2 Mg plervntab M5 FAULT TOWER FAN 11 11 to le — J • a • Al ® 22 Cc BASIN HEATER •:, MOUNTED ON � MI EXTERIOR OF loltkAl 11 11 ENCLOSURE p y 2 19 1 / O nao WIRING ' r — - - Lam —1 PROVIDED W/TOINER LEVEL CUTCFF SNITCH _ :, - - - -1 © . . o -I - - la 11 I I I ► 1 , I