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REWALK
<br />ANCHORS A FASTENERS
<br />DESIGN STRENGTH TABLES(SD)
<br />DESIGN STRENGTH TABLES
<br />Tension and Shear Design Strengths for Power -Stud+ SD2 in Cracked Concrete' "I'll'
<br />Minimum Concrete Compressive Strength
<br />Nominal
<br />Anchor
<br />Nominal
<br />Embed.
<br />rc c 2,500 psi
<br />Pc c 3,000 psi
<br />Pc -4,000 psi Pc c 6,000 psi Pc c 8,000 psi
<br />Niameter
<br />(in.)
<br />hmm
<br />(in.)
<br />Nn
<br />T� ion
<br />(Ibs.)
<br />en
<br />Shear
<br />(Ibs.)
<br />n
<br />Te�osion
<br />(II
<br />QAIn
<br />Shear
<br />(II
<br />n
<br />Tension
<br />(Ibs.)
<br />Q1On n
<br />Shcar Tension
<br />(Ibs.) (Ibs.)
<br />QAIn Nn QAIn
<br />Shear T nsion Shear
<br />(lbs.) (lbs.) (Ibs.)
<br />3/8
<br />2-3/8
<br />1,405
<br />1,685
<br />1,495
<br />1,845
<br />1,645
<br />1,885
<br />2,075
<br />2-1/2
<br />1,565
<br />1,685
<br />1,710
<br />1,845
<br />1,975
<br />2,130 2,420
<br />2,605 2,795 3,010
<br />1 /2
<br />3-3/4
<br />2,845
<br />3,115
<br />3,595
<br />4,405
<br />5,085
<br />3-7/8
<br />3,235
<br />4,220
<br />3,545
<br />4,620
<br />4,095
<br />5,335 51015
<br />6,535 5,790
<br />5/8
<br />4-7/8
<br />4,840
<br />5,305
<br />6,125
<br />7,500
<br />8,660
<br />4-1/2
<br />4,010
<br />7,590
<br />4,395
<br />5,075
<br />6,215
<br />7,1 Cc
<br />3/4
<br />5-3/4
<br />5,065
<br />5,550
<br />6,410
<br />7,850
<br />9,065
<br />❑- Anchor Rfluout/Pryout Strength Controls ❑-Concrete Breakout Shtrength Controls ■-Steel Strength Controls
<br />Tension and Shear Design Strengths for Power -Stud+ SD2 in Uncracked Concrete' 234567
<br />Nominal
<br />Anchor
<br />Nominal
<br />Embed.
<br />Minimum Concrete Compressive Strength
<br />rc c 2500 psi Pc c 3000 psi Pc -4,000 psi Pc c 6000 psi Pc c 8000 psi
<br />Niameter
<br />(in.)
<br />hmm
<br />(in.)
<br />Olin
<br />T n ion
<br />(Ibs.)
<br />QAIn
<br />Shear
<br />(Ibs.)
<br />n
<br />Tension
<br />(II
<br />QAIn
<br />Shear
<br />(Ibs.)
<br />n
<br />Tension
<br />(Ibs.)
<br />Q1On
<br />Shear
<br />(Ibs.)
<br />n
<br />Tension
<br />(Ibs.)
<br />QAIn
<br />Shear
<br />(Ibs.)
<br />Nn
<br />Tension
<br />(lbs.)
<br />QAIn
<br />Shear
<br />3/8
<br />2-3/8
<br />1,805
<br />1,975
<br />2,280
<br />2,795
<br />3,225
<br />/2
<br />2-1/2
<br />2,205
<br />2,375
<br />2,415
<br />2,605
<br />3,005
<br />3,420
<br />3,945
<br />1
<br />3-3/4
<br />4,300
<br />4,710
<br />5,440
<br />6,660
<br />71690
<br />3-7/8
<br />41,570
<br />5,905
<br />5,005
<br />6,470
<br />5,780
<br />71080
<br />811 Cc
<br />5/8
<br />4-7/8
<br />4-1/2
<br />6,835
<br />5,665
<br />7,485
<br />6,205
<br />8,645
<br />7,165
<br />8,775
<br />10,130
<br />3/4
<br />5-3/4
<br />8,720
<br />9,555
<br />11,030
<br />13,510
<br />15,600
<br />❑- Anchor Pullout/Pryout Strength Controls ❑-Concrete
<br />Breakout Shtrength Controls ■-Steel Strength Controls
<br />1- Tabular values are provided for illustration and are applicable for single anchors installed in normal -weight concrete with minimum slab thickness, he = hmin, and wtth
<br />the following conditions.
<br />- cer is greater than or equal to the critical edge distance, Can (table values based on cer = Can).
<br />- ce2 is greater than or equal to 1.5 times cer.
<br />2- Calculations were performed according to ACI 318 (-19 or-14) Chapter 17. The load level corresponding to the controlling failure mode is listed. (e.g. For tension.
<br />steel, concrete breakout and pullout, For shear . steel, concrete breakout and pryout). Furthermore, the capacities for concrete breakout strength in tension and pryout
<br />strength in shear are calculated using the effective embedment values, his, for the selected anchors as noted in the design information tables. Please also reference
<br />the installation specttications for more information.
<br />& Strength reduction factors (0) were based on ACI 318 (-19 or -14) Section 5.3 for load combinations. Condition B is assumed.
<br />4- Tabular values are permitted for static Toads only, seismic loading is not considered with these tables.
<br />S For designs that include combined tension and shear, the interaction of tension and shear loads crust be calculated in accordance with ACI 318 (-19 or -14) Chapter 17.
<br />Fr Interpolation is not permitted to be used wtth the tabular values. For intermediate base material compressive strengths please see ACI 318 (-19 or-14) Chapter 17.
<br />For other design conditions including seismic considerations please see ACI318 (-19 or-14) Chapter 17.
<br />7- The tabulated design strengths may be converted to allowable stress design values. Divide by conversion factor calculated as aweighted average of the load factors
<br />for the controlling load combination.
<br />& For seismic design in accordance with ACI 318, the tabulated tension design strengths in cracked concrete for concrete breakout and pullout strength must be
<br />multiplied by a factor of 0.75.
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