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Cooper SD1 Weller SD1 Stamped Aluminum Soldering Iron Stand - SKU weller-accessor

Electric - Pen - Weller - Electronics - Metal Tip

Stamped Aluminum Soldering Iron Stand Product Features Stand for SCD100 Specifications Model Number: SD1: Item UPC: 037103472199: Product Family: Accessories Product Type: Stands Fits Tool s : SCD100 Description: Stand Packaging: Industrial Box Carton

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Brand: Weller
Part Number: SD1
UPC: 037103472199, 37103472199

 

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doc0

Menvier Security. The most technically advanced intruder alarm solution. Menvier Security is a leading brand of Cooper Security Ltd, part of Cooper Industries who employ over 28,000 people at more than 100 manufacturing sites around the world. Menvier Security has more than 20 years experience as a leading manufacturer of security systems for domestic and commercial premises, all of which exceed stringent industry standards. Professional security alarm installers recommend Menvier Security because they know it represents excellence in technology, unfailing reliability and tremendous possibilities for expanding the system. For the most comprehensive approach to security, choose Menvier Security.

Flexibility in control

When your burglar alarm goes off the reality is that in most situations it is ignored. Many people view the alarm siren as a nuisance and do not call the police or bother to investigate. The SD1+ speech dialler offers a solution. The SD1+ speech dialler is the ideal companion for virtually any alarm control panel as it provides additional protection, rather than relying on the outside bell to attract attention. When the alarm is triggered, the SD1+ speech dialler will ring a combination of four different numbers (including mobile phones) to alert people you know and trust so they can investigate appropriately. The unit stores up to four pre-recorded messages which can be used to warn of four different situations, e.g. burglary, personal attack, fire etc. These are specific to your alarm system and can be changed as often as desired.

How it works

This product is manufactured to meet all European economic area tele-communication networks requirements.

Flexibility in detail

The SD1+ speech dialler is connected between the alarm control panel and the telephone line. It behaves like another extension to the telephone and does not affect the normal operation or that of any other extensions fitted. However, if the SD1+ is operating, the messages will be heard if any handset is lifted. The SD1+ requires no batteries as its power is derived from the alarm control panel. The SD1+ speech dialler accepts four inputs which in the example above are: A fire, B personal attack (PA), C burglary and D auxiliary. These inputs correspond to the messages (A, B, C & D) that the SD1+ sends out and should be recorded as such. If the alarm control panel does not have a fire monitoring capability then the SD1+ can accept a direct connection from a suitable smoke alarm (as shown).

Ease of use

The SD1+ speech dialler is simple to operate with clear on screen instructions guiding the user through programming messages and telephone numbers. Recording a message is easy as the SD1+ has a built-in microphone and speaker so that phrases can be recorded and replayed directly into the unit. On activation, the SD1+ can dial up to four telephone numbers. When the outgoing call is answered the SD1+ plays a common phrase which normally states your name and address and one of four phrases: A, B, C and D relating to the inputs from the control panel (PA, burglary, fire and auxiliary in our example). On receiving the call from the SD1+ the person answering acknowledges the call by pressing the number 8 on their telephone. They can then carry out appropriate action. If the message is not acknowledged, then it is repeated for one minute after which the dialler aborts the call. It then dials the next number.

Dealer Details

Menvier Security is a brand of Cooper Security Ltd.

MEN 08/03

doc1

ICC-ES Evaluation Report

ESR-2818*

Reissued December 1, 2009 This report is subject to renewal in one year.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
DIVISION: 00CONCRETE Section: 00Concrete Anchors REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 10509 (914) 235-6300 or (800) 524-3244 www.powers.com engineering@powers.com ADDITIONAL LISTEES: COOPER B-LINE, INC. 509 WEST MONROE STREET HIGHLAND, ILLINOIS 62249 blineus@cooperindustries.com L. H. DOTTIE COMPANY 6131 SOUTH GARFIELD AVENUE COMMERCE, CALIFORNIA 90040 lane@lhdottie.com THE HILLMAN GROUP 10590 HAMILTON AVENUE CINCINNATI, OHIO 45231 info@hillmangroup.com EVALUATION SUBJECT: POWERS POWER-STUD+ SD1 EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes:
2009 International Building Code (2009 IBC)
A Subsidiary of the International Code Council
2.0 USES The Powers Power-Stud+ SD1 expansion anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete and sand-lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normalweight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). The Power-Stud+ SD1 expansion anchors comply with Section 1912 of the 2009 and 2006 IBC, as applicable, and Section 1913 of the 2003 IBC. The anchors are alternatives to cast-in-place anchors described in Section 1911 of the 2009 and 2006 IBC, Section 1912 of the 2003 IBC, and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 Power-Stud+ SD1: Power-Stud+ SD1 expansion anchors are torquecontrolled, mechanical expansion anchors comprised of an anchor body, expansion wedge (clip), washer and hex nut. Product names corresponding to report holder and additional listees are presented in Table A of this report. Available diameters are 1/4 inch, 3/8 inch, 1/2 inch, 5/8 inch, 3 /4 inch and 1 inch (6.4 mm, 9.5 mm, 12.7 mm, 15.9 mm, 19.1 mm and 25.4 mm). The anchor body and expansion clip are manufactured from medium carbon steel complying with requirements set forth in the approved quality documentation, and have minimum 0.0002-inchthick (5 m) zinc plating in accordance with ASTM B 633. The washers comply with ASTM F 844. The hex nuts comply with ASTM A 563, Grade A. The Power-Stud+ SD1 expansion anchor is illustrated in Figure 2. The anchor body is comprised of a high-strength threaded rod at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a threesection expansion clip that freely moves around the mandrel. The expansion clip movement is restrained by the mandrel taper and by a collar. The anchors are installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor on the threaded end of the anchor body, the mandrel at the other end of the anchor is drawn into the expansion clip, forcing it outward into the sides of the predrilled hole in the base material. 3.2 Concrete: Normal-weight and sand-lightweight concrete must comply with Sections 1903 and 1905 of the IBC or UBC as applicable.
2009 International Residential Code (2009 IRC) 2006 International Building Code (2006 IBC)
2006 International Residential Code (2006 IRC)
2003 International Building Code (2003 IBC) 2003 International Residential Code (2003 IRC) 1997 Uniform Building Code (UBC) Property evaluated: Structural

*Revised May 2011

ICC-ES Evaluation 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 of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2011 Page 1 of 10
ESR-2818 | Most Widely Accepted and Trusted 3.3 Steel Deck Panels: Steel deck panels must comply with the configuration in Figure 4 and have a minimum base steel thickness of 0.035 inch (0.889 mm) [No. 20 gage]. Steel must comply with ASTM A 653/A 653M SS Grade 33, and have a minimum yield strength of 33 ksi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Anchor design strengths must be determined in accordance with ACI 318-08 (2009 IBC) or ACI 318-05 (2006 IBC), as applicable, using the design parameters provided in Tables 3 and 4 of this report. Design strengths must be determined in accordance with ACI 318-08 for compliance with (or an alternative under) the 2003 IBC and the UBC, and Section R301.1 of the IRC. Design parameters are based on the 2009 IBC (ACI 318-08) unless noted otherwise in this report. The anchor design must satisfy the requirements in ACI 318 D.4.1.1 and D.4.1.2. Strength reduction factors,, described in ACI 318 D.4.4, and listed in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC, Section 9.2 of ACI 318, or Section 1612.2.1 of the UBC. Strength reduction factors, , described in ACI 318 D.4.5 must be used for load combinations calculated in accordance with Appendix C of ACI 318 or Section 1909.2 of the UBC. Strength reduction factors, , corresponding to ductile steel elements may be used. An example calculation is provided in Figure 5. 4.1.2 Requirements for Static Steel in Tension, Nsa: The nominal static steel strength of a single anchor in tension calculated in accordance with ACI 318 D.5.1.2, Nsa, is given in Table 3 of this report. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Ncb or Ncbg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Ncb and Ncbg, respectively must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 D.5.2.2, using the values of hef and kcr as given in Table 3 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with the value of kuncr as given in Table 3 and with c,N = 1.0. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete breakout strength in accordance with ACI 318 D.5.2 is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Npn: The nominal pullout strength of a single anchor in accordance with ACI D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,cr, and Np,uncr, respectively, is given in Table 3. In lieu of ACI 318 D.5.3.6, c,P = 1.0 for all design cases. The nominal pullout strength in cracked concrete may be adjusted by calculations according to Eq-1:

Page 2 of 10 In regions where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension can be adjusted by
Npn, = Np,uncr Npn, = Np,uncr

2,500 0.5 17.2

(lb, psi) (N,MPa)

(Eq-2)

where fc is the specified concrete compressive strength. Where values for Np,cr or Np,uncr are not provided in Table 3 of this report, the pullout strength in tension need not be evaluated. The nominal pullout strength in tension of the anchors installed in the soffit of sand-lightweight or normal weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 4, is provided in Table 3. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318 D.6.1.2 is given in Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318, Eq. D-20. The strength reduction factor,, corresponding to a ductile steel element must be used for all anchors, as described in Table 4 of this report. The shear strength Vsa,deck of anchors installed in the soffit of sand-lightweight or normalweight concrete on steel deck floor and roof assemblies, as shown in Figure 4, is given in Table 4 of this report. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vcb or Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318 D.6.2.2 using the values of e and da (do) given in Table 4 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete breakout strength in accordance with ACI 318 D.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, Vcp or Vcpg: The nominal concrete pryout strength of a single anchor or group of anchors in shear, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of kcp provided in Table 4 and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled steel deck floor and roof assemblies, as shown in Figure 4, calculation of the concrete pryout strength in accordance with ACI 318 D.6.3 is not required.

Npn, = Np,cr Npn, = Np,cr

(Eq-1)

where fc is the specified concrete compressive strength.
ESR-2818 | Most Widely Accepted and Trusted 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3, as modified by Section 1908.1.9 of the 2009 IBC or Section 1908.1.16 of the 2006 IBC, as applicable, or the following:
CODE 2003 IBC and 2003 IRC UBC ACI 318 D.3.3 SEISMIC REGION Moderate or high seismic risk Moderate or high seismic risk CODE EQUIVALENT DESIGNATION Seismic Design Categories C, D, E, and F Seismic Zones 2B, 3 and 4
Page 3 of 10 4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of cmin and smin must comply with Table 1. In lieu of ACI 318 D.8.5, minimum member thicknesses, hmin, must comply with Table 1. For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 4 and must have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. 4.1.12 Sand-lightweight Concrete: For ACI 318-08, when anchors are used in sand-lightweight concrete, the modification factor for concrete breakout strength must be taken as 0.6. In addition, the pullout strength Np,uncr, Np,cr, and Neq must be multiplied by 0.6, as applicable. For ACI 318-05, the values Nb, Np,uncr, Np,cr, Neq, and Vb determined in accordance with this report must be multiplied by 0.60 in lieu of ACI 318 D.3.4. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck floor and roof assemblies, this reduction is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, must be established using Eq-4 and Eq-5: Tallowable,ASD Vallowable,ASD where: Tallowable,ASD Vallowable,ASD = = = Allowable tension load (lbf or kN) Allowable shear load (lbf or kN) Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, must include all applicable factors to account for nonductile failure modes and required overstrength. = =

The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6 or ACI 318-05 D.3.3.or D.3.3.5, as applicable. The /4-inch-diameter (6.4 mm) anchors must be limited to installation in regions designated as IBC Seismic Design Categories A and B only, or UBC Seismic Zones 0, 1, and 2A. The 3/8-inchdiameter (9.5 mm), 1 /2-inch-diameter (12.7 mm), 5/8-inch-diameter (15.9 mm), 3 /4-inch-diameter (19.1 mm) and 1-inch-diameter (25.4 mm) anchors may be installed in regions designated as IBC Seismic Design Categories A to F or UBC Seismic Zones 0 to 4. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate value for pullout strength in tension for seismic loads, Neq or Np,deck,eq, described in Table 3 must be used in lieu of Np. Neq or Np,deck,eq may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report. In addition, for sandlightweight or normal-weight concrete-filled steel deck floor and roof assemblies, the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. Where values for Neq or Np,deck,eq, are not provided in Table 3 of this report, the pullout strength in tension for seismic loads need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Veq or Vsa,deck,eq, described in Table 4 must be used in lieu of Vsa. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: Anchors or groups of anchors that are subject to the effects of combined axial (tensile) and shear forces must be designed in accordance with ACI 318 D.7. 4.1.10 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor cp,N given by Eq-3:

1 The /4-inch-diameter (6.4 mm) anchors are used to resist wind forces or seismic forces in regions as set forth in Section 5.11 of this report only. The 3 /8-inch to 1-inch-diameter (9.5 mm to 25.4 mm) anchors are used to resist wind or seismic forces only.

(Eq-6)

4.3 Installation: Installation parameters are provided in Table 1, Figure 1 and Figure 4. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Power-Stud+ SD1 expansion anchors must be installed in accordance with the manufacturer's published installation instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor. The minimum drilled hole depth is given in Table 1. Prior to anchor installation, the dust and debris must be removed from the predrilled hole using a hand pump, compressed air or vacuum. The anchor must be hammered into the predrilled hole until the proper nominal embedment depth is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must be no 1 more than /8-inch (3.2 mm) larger than the diameter of the hole in the concrete. Member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies must comply with Figure 4. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1704.15 of the 2009 IBC, Section 1704.13 of the 2006 and 2003 IBC and, as applicable, Section 1701.5.2 of the UBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill bit type, hole dimensions, hole cleaning procedure, concrete member thickness, anchor embedment, anchor spacing, edge distances, tightening torque and adherence to the manufacturers printed installation instructions. The special inspector must be present as often as required in accordance with the statement of special inspection. Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Powers Power-Stud+ SD1 expansion anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturers published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 Anchors must be installed in uncracked concrete and 1 sand-lightweight concrete [ /4-inch (6.4 mm) anchors]; in cracked and uncracked normal-weight concrete and sand-lightweight concrete [3/8-inch to 1-inch anchors (9.5 mm to 25.4 mm)] having a specified

Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are elements. used to support nonstructural
5.13 Use of carbon steel anchors is limited to dry, interior locations.
ESR-2818 | Most Widely Accepted and Trusted 5.14 Special inspection must be provided in accordance with Section 4.4 of this report. 5.15 Anchors are manufactured under an approved quality control program with inspections by CEL Consulting (AA-639). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2009, which incorporate requirements in ACI 355.2-07 / ACI 355.2-04,999 for use in cracked and uncracked concrete; including optional suitability tests for seismic tension and shear; and quality control documentation. 7.0 IDENTIFICATION

Page 5 of 10

The Power-Stud+ SD1 expansion anchors are identified by dimensional characteristics and packaging. A length letter code is stamped on each anchor on the exposed threaded stud end along with the number 1 which is visible after installation. Table 2 summarizes the length code identification system. A plus sign + is also marked with the number 1 on all anchors with the exception of the 1/4inch-diameter (6.4 mm) anchors. Packages are identified with the product name, type and size, the company name as set forth in Table A of this report, the name of the inspection agency (CEL) and the evaluation report number (ICC-ES ESR-2818).
TABLE ACROSS REFERENCE OF PRODUCT NAMES TO COMPANY NAMES COMPANY NAME Powers Fasteners, Inc. Cooper B-Line L. H. Dottie Co. The Hillman Group PRODUCT NAME Power-Stud+ SD1 Cooper B-Line Wedge Anchor Dottie Wedge SD1 Hillman Power-Stud+ SD1
TABLE BMEAN AXIAL STIFFNESS VALUES, , FOR POWER-STUD+ SD1 EXPANSION ANCHORS 1 IN NORMAL-WEIGHT CONCRETE CONCRETE STATE Uncracked concrete Cracked concrete

Not Applicable Not Applicable Not Applicable

0.65 (Condition B)

For SI: 1 inch = 25.4 mm; 1 ksi = 6.894 N/mm ; 1 lbf = 0.0044 kN. The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3.3 must apply. Installation must comply with published instructions and details. 3 All values of apply to the load combinations of IBC Section 1605.2.1, UBC Section 1612.2.1, or ACI 318 Section 9.2. If the load combinations of UBC Section 1902.2 or ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318 D.4.5. For reinforcement that complies with ACI 318 Appendix D requirements for Condition A, the appropriate factor must be determined in accordance with ACI 318 D.4.4. 4 The Power-Stud+ SD1 is considered a ductile steel element as defined by ACI 318 D.1. Tabulated values for steel strength in tension must be used for design. 5 For all design cases use c,N = 1.0. The appropriate effectiveness factor for cracked concrete (kcr) or uncracked concrete (kuncr) must be used. 6 For all design cases use c,P = 1.0. For the calculation of Npn, see Section 4.1.4. 7 Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment. 8 Anchors are permitted to be used in sand-lightweight concrete in accordance with Section 4.1.12 of this report. 9 Tabulated values for characteristic pullout strength in tension are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.5. 10 Values for Np,deck are for sand-lightweight concrete (f'c, min = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318 D.5.2 is not required for anchors installed in the deck soffit (flute). 11 For 2003 IBC, futa replaces fut; Nsa replaces Ns; c,N replaces 3; and Neq replaces Np,seis. 12 The notation in brackets is for the 2006 IBC.
TABLE 4SHEAR DESIGN INFORMATION FOR POWER-STUD+ SD1 ANCHOR IN CONCRETE 1,2 (For use with load combinations taken from ACI 318, Section 9.2)
Design Characteristic Anchor category Minimum specified yield strength (threads) Minimum specified ultimate strength (threads) Effective tensile stress area (threads) Steel strength in shear5 Reduction factor for steel strength3 Notation 1, 2 or 3 Units ksi (N/mm2) ksi (N/mm )

Page 9 of 10

/4 inch 1 70.0 (482) 88.0 (606)
/8 inch 1 70.0 (482) 88.0 (606)
/2 inch 1 64.0 (441) 80.0 (503)
/8 inch 1 64.0 (441) 80.0 (503)
/4 inch 1 58.0 (400) 75.0 (517)
1 inch 1 58.0 (400) 75.0 (517) 0.6060 (384.8) 10,935 (48.6)
STEEL STRENGTH IN SHEAR4 fy futa10 Ase,V

in2 (mm2) lb (kN) -

0.0318 (20.5) 915 (4.1)
0.0775 (50.0) 2,120 (9.4)
0.1419 (91.5) 3,520 (15.6) 0.65
0.2260 (145.8) 4,900 (21.8)
0.3345 (212.4) 6,860 (30.5)
CONCRETE BREAKOUT STRENGTH IN SHEAR6 Load bearing length of anchor (hef or 8do, whichever is less) Nominal anchor diameter Reduction factor for concrete breakout3 Coefficient for pryout strength (1.0 for hef < 2.5 in., 2.0 for hef 2.5 in.) Effective embedment Reduction factor for pryout strength3 Steel strength in shear, seismic7 Reduction factor for steel strength in shear for seismic3 Steel strength in shear, concrete over steel deck8 Steel strength in shear, concrete over steel deck, seismic8 Reduction factor for steel strength in shear for concrete over steel deck3

in. (mm)

1.50 (38)

2.00 (51)

3.25 (83)

2.75 (70)

4.00 (102)

3.125 (79) 0.750 (19.1)

4.375 (111) 1.000 (25.4)

do (da)

0.250 (6.4)

0.375 (9.5)

0.500 (12.7)

0.625 (15.9)

0.70 (Condition B) PRYOUT STRENGTH IN SHEAR

in. (mm) -

1.0 1.50 (38)

1.0 2.00 (51)

2.0 3.25 (83)

2.0 2.75 (70)

2.0 4.00 (102)

2.0 3.125 (79)

2.0 4.375 (111)

0.70 (Condition B)

STEEL STRENGTH IN SHEAR FOR SEISMIC APPLICATIONS lb (kN) Not Applicable 2,120 (9.4) 3,520 (15.6) 0.65 4,900 (21.8) 5,695 (25.3) 9,845 (43.8)

Vsa,deck

STEEL STRENGTH IN SHEAR FOR SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK9 lb (kN) lb (kN) 2
Not Applicable Not Applicable

2,120 (9.4) 2,120 (9.4)

2,290 (10.2) 2,290 (10.2) 0.65
3,710 (16.5) 3,710 (16.5)
5,505 (24.5) 4,570 (20.3)

Vsa,deck,eq

For SI: 1 inch = 25.4 mm; 1 ksi = 6.894 N/mm ; 1 lbf = 0.0044 kN. The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3.3 must apply. 2 Installation must comply with published instructions and details. 3 All values of apply to the load combinations of IBC Section 1605.2.1, UBC Section 1612.2.1, or ACI 318 Section 9.2. If the load combinations of UBC Section 1902.2 or ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318 D.4.5. For reinforcement that complies with ACI 318 Appendix D requirements for Condition A, the appropriate factor must be determined in accordance with ACI 318 D.4.4. 4 The Power-Stud+ SD1 is considered a ductile steel element as defined by ACI 318 D.1. 5 Tabulated values for steel strength in shear must be used for design. These tabulated values are lower than calculated results using equation D-20 in ACI 318-08 (ACI 318-05). 6 Anchors are permitted to be used in sand-lightweight concrete in accordance with Section 4.1.12 of this report. 7 Tabulated values for steel strength in shear are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6. 8 Tabulated values for Vsa,deck and Vsa,deck,eq are for sand-lightweight concrete (f'c, min = 3,000 psi) and additional lightweight concrete reduction factors need not be applied. In addition, evaluation for the concrete breakout capacity in accordance with ACI 318 D.6.2 and the pryout capacity in accordance with Section D.6.3 are not required for anchors installed in the deck soffit (flute). 9 Shear loads for anchors installed through steel deck into concrete may be applied in any direction. 10 For the 2003 IBC futa replaces fut ; Vsa replaces Vs ; e replaces ; and Veq replaces Vsa,seis. 11 The notation in brackets is for the 2006 IBC.

TABLE 5EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Anchor Diameter (inches)

Page 10 of 10

1,2,3,4,5,6,7,8,9
Nominal Embedment Depth (inches) 1 //////5- /2
Effective Embedment (inches) 1.50 2.00 2.00 3.25 2.75 4.00 3.125 4.375
Allowable Tension Load (pounds) 970 1,260 1,415 2,425 2,405 4,215 2,910 4,820

/4 /8 /2 /8 /4

1 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
Single anchor with static tension load only. Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations are taken from ACI 318 Section 9.2 (no seismic loading). 4 30% dead load and 70% live load, controlling load combination 1.2D + 1.6L. 5 Calculation of weighted average for conversion factor = 1.2(0.3) + 1.6(0.7) = 1.48. 6 fc = 2,500 psi (normal weight concrete). 7 ca1 = ca2 cac. 8 h hmin. 9 Values are for Condition B where supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided.
Given: Calculate the factored strength design resistance, Nn, and the allowable stress design value, Tallowable,ASD, for a /8-inch diameter Power-Stud+ SD1 expansion anchor assuming the given conditions in Table 5.
Calculation in accordance with ACI 318-08 Appendix D and this report:
Step 1. Calculate steel strength of a single anchor in tension:

Code Ref.

D.5.1.2

Report Ref.

Table 3
N sa = (0.75)(5,455) = 4,091 lbs.
Step 2. Calculate concrete breakout strength of a single anchor in tension: D.5.2.1 Table 3 Sec. 4.1.2

N cb =

ANc ed , N c , N cp , N N b ANc 0

N b = kc

f c ( h ef ) 1.5

D.5.2.2

N b = ( 24)(1.0) 2,500 ( 2.0)1.5 = 3,394

N cb = (0.65)

(36.0) (1.0)(1.0)(1.0)(3,394 ) = 2,206 lbs. (36.0)

D.5.3.2

Step 3. Calculate pullout strength:

Table 3 Sec. 4.1.3

N pn = N p ,uncr c , P

f c, act 2,500

N pn = (0.65 )( 2,865 )(1.0)(1.0) 0.5 = 1,862 lbs.
Step 4. Determine controlling factored resistance strength in tension: D.4.1.1
N n = min N sa ,N cb ,N pn = N pn = 1,862 lbs.

Step 5. Calculate allowable stress design conversion factor for loading condition: Controlling load combination: 1.2D + 1.6L 9.2
= 1.2(30 %) + 1.6(70 %) = 1.48
Step 6. Calculate allowable stress design value:

Tallowable , ASD =

N n 1,862 = = 1,258 lbs. 1.48

Sec. 4.2

FIGURE 5EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION FOR ILLUSTRATIVE PURPOSES

ESR-2818 Supplement*

DIVISION: 00CONCRETE Section: 00Concrete Anchors REPORT HOLDER: POWERS FASTENERS, INC. 2 POWERS LANE BREWSTER, NEW YORK 10509 (914) 235-6300 or (800) 524-3244 www.powers.com engineering@powers.com ADDITIONAL LISTEES: COOPER B-LINE, INC. 509 WEST MONROE STREET HIGHLAND, ILLINOIS 62249 blineus@cooperindustries.com L. H. DOTTIE COMPANY 6131 SOUTH GARFIELD AVENUE COMMERCE, CALIFORNIA 90040 lane@lhdottie.com THE HILLMAN GROUP 10590 HAMILTON AVENUE CINCINNATI, OHIO 45231 info@hillmangroup.com EVALUATION SUBJECT:
POWERS POWER-STUD+ SD1 EXPANSION ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2007 Florida Building CodeBuilding 2007 Florida Building CodeResidential Property Evaluated Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Powers Power-Stud+ SD1 Expansion Anchors in uncracked concrete only [1/4 inch (6.4 mm)] and in cracked and uncracked concrete [3/8 inch to 1 inch (9.5 mm to 25.4 mm)], as described in master report ESR-2818, comply with the 2007 Florida Building CodeBuilding and the 2007 Florida Building CodeResidential, when designed and installed in accordance with the master evaluation report. 1 Use of the Powers Power-Stud+ SD1 Expansion Anchors in uncracked concrete only [ /4 inch (6.4 mm)] and in cracked 3 and uncracked concrete [ /8 inch to 1 inch (9.5 mm to 25.4 mm)], as described in the master evaluation report, to comply with the High Velocity Hurricane Zone Provisions of the 2007 Florida Building CodeBuilding, and 2007 Florida Building Code Residential, have not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued on December 1, 2009.

ICC-ES Evaluation 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 of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2011 Page 1 of 1

 

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