DESIGN DATA IN CONCRETE PER CSA A23.3
CSA A23.3 Annex D Design
Limit State Design of anchors is described in the provisions of CSA A23.3 Annex D for post-installed anchors tested and assessed in accordance with ACI 355.2 for mechanical anchors and ACI 355.4 for adhesive anchors . This section contains the Limit State Design tables with unfactored characteristic loads that are based on the published loads in ICC Evaluation Services ESR-4145 . These tables are followed by factored resistance tables . The factored resitance tables have characteristic design loads that are prefactored by the applicable reduction factors for a single anchor with no anchorto-anchor spacing or edge distance adjustments for the convenience of the user of this document . All the figures in the previous ACI 318 Chapter 17 design section are applicable to Limit State Design and the tables will reference these figures .
For a detailed explanation of the tables developed in accordance with CSA A23.3 Annex D , refer to PTG ED . 19 , Section 3.1.8 . Technical assistance is available by contacting Hilti Canada at ( 800 ) 363-4458 or at www . hilti . ca .
Table 11A — Design strength for steel failure of KCM-MD Short Plate anchor 1 , 2 , 3 , 4
Insert Type
Design information
SP SP SP SP
1 / 4 ” -3 / 8 ” 3 / 8 ” -1 / 2 ” 3 / 8 ” -1 / 2 ” -5 / 8 ” 5 / 8 ” -3 / 4 ” Nominal rod diameter in . 1 / 4 3 / 8 3 / 8 5 1 / 2 3 / 8 1 / 2 5 5 / 8 5 / 8 5 3 / 4 Anchor O . D ., d a in ( mm )
Effective embedment , h ef in ( mm )
Min . specified ult . Strength , f ut lb ( kN )
Anchor category
0.52 0.67 0.88 1.00 ( 13 ) ( 17 ) ( 22 ) ( 25 ) 1.76 2 2.5 2.5 ( 45 ) ( 51 ) ( 64 ) ( 64 ) 8,300 13,500 16,800 22,500 ( 36.9 ) ( 60.1 ) ( 74.8 ) ( 100.1 )
Concrete material resistance factor , Φ c 0.65
Resistance modification factor for tension and shear , concrete failure modes , Condition B , R
Steel embed . material resistance factor for reinforcement , Φ s
0.85 Resistance modification factor for tension , steel failure modes , R 0.70 Resistance modification factor for shear , steel failure modes , R 0.65
Factored steel strength of insert in tension , ΦN sa , insert lb ( kN )
Factored seismic steel strength of insert in tension , ΦN sa , insert , eq lb ( kN ) -
454 Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.16 KCM-MD CAST-IN ANCHOR Hilti , Inc . 1-800-879-8000 | en español 1-800-879-5000 | www . hilti . com | Hilti ( Canada ) Corporation | www . hilti . ca | 1-800-363-4458
Cast-In
1.00
4,940 8,030 7,330 7,155 ( 22.0 ) ( 35.7 ) ( 32.6 ) ( 31.8 )
4,940 8,030 8,030 7,330 7,330 7,155 7,155
- ( 22 ) ( 36 ) ( 36 ) ( 33 ) ( 33 ) ( 32 ) ( 32 )
Installations in upper flute of metal deck ( i . e . W-deck and B-deck ) according to Figures 4A
Factored steel strength of insert in shear , ΦV sa , insert lb ( kN ) -
Factored seismic steel strength of insert in shear , ΦV sa , insert , eq lb ( kN ) -
Factored steel strength of insert in shear , ΦV sa , insert lb ( kN ) -
Factored seismic steel strength of insert in shear , ΦV sa , insert , eq lb ( kN ) -
Factored steel strength of insert in shear , ΦV sa , insert lb ( kN ) -
Factored seismic steel strength of insert in shear , ΦV sa , insert , eq lb ( kN ) -
Installations in lower flute of metal deck ( i . e . W-deck ) according to Figures 4B
Installations in lower flute of metal deck ( i . e . B-deck ) according to Figures 4C
2,590 4,875
6,615 7,600
- - -
- ( 12 ) ( 22 ) ( 29 ) ( 34 )
2,590 4,875
6,615 7,600
- - -
- ( 12 ) ( 22 ) ( 29 ) ( 34 )
1,900 1,835 2,310 2,930 3,005 2,590 3,005
- ( 8 ) ( 8 ) ( 10 ) ( 13 ) ( 13 ) ( 12 ) ( 13 )
1,900 1,835 2,310 2,050 3,005 2,590 3,005
- ( 8 ) ( 8 ) ( 10 ) ( 9 ) ( 13 ) ( 12 ) ( 13 )
1,745 2,190
3,085 -
- - ( 8 ) ( 10 ) ( 14 )
1,745 - 2,190 - - 2,775 ( 8 ) ( 10 ) ( 12 )
- -
- -
1 Design information in this table is taken from ICC-ES ESR-4145 , Table 4A , and converted for use with CSA A23.3 ( R2014 ) Annex D . 2 The carbon steel KCM-MD is considered a brittle steel element as defined by CSA A23.3 ( R2014 ) Annex D section D . 2 . 3 Tension values are for the inserts only . The capacity of the threaded rods must be also determined from Table 18 . The design strength of concrete must be obtained from tables 12 to
17 . Compare the tension values of threaded rod , inserts , and concrete . The lesser of the values is to be used for the design . 4 Shear values are for the inserts only . The capacity of the threaded rods must be also determined from Table 18 . The calculation of concrete shear strength is not required . Compare the shear values of threaded rod and inserts . The lesser of the values is to be used for the design strength of the anchor in shear . 5 Only threaded rod ASTM A193 Grade B7 , ASTM A325 , or ASTM F1554 Grade 105 is permitted to be used for the applications resisting shear , seismic shear , or seismic tension loads .