Anchor Fastening Technical Guide , Edition 22
Table 14 — Hilti KCM-MD Short Plate and Long Plate factored tension resistance in the soffit of uncracked sand-lightweight concrete over metal deck ( W profile with 3-7 / 8 ” width ) 1 , 2 , 3 , 4 , 5 , 6 , 7 , 8
Upper flute per Figure 4A Lower flute per Figure 4B Inclined per Figure 4D
Anchor
Nominal embed . in . ( mm ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN )
Tension - N r Tension - N r
Tension - N r f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 30 MPa ( 4,350 psi ) lb ( kN )
SP 1 / 4 ” -3 / 8 ”
SP 3 / 8 ” -1 / 2 "
SP 3 / 8 ” -1 / 2 " -5 / 8 "
SP 5 / 8 ” -3 / 4 ”
LP 1 / 4 ” -3 / 8 ”
LP 3 / 8 ” -1 / 2 "
LP 3 / 8 ” -1 / 2 " -5 / 8 "
LP 5 / 8 ” -3 / 4 "
1.88 |
2,655 |
3,250 |
1,280 |
1,565 |
- |
- |
( 48 ) |
( 11.8 ) |
( 14.5 ) |
( 5.7 ) |
( 7.0 ) |
2.13 |
3,300 |
4,040 |
1,685 |
2,065 |
- |
- |
( 54 ) |
( 14.7 ) |
( 18.0 ) |
( 7.5 ) |
( 9.2 ) |
2.63 |
4,180 |
5,120 |
1,935 |
2,370 |
- |
- |
( 67 ) |
( 18.6 ) |
( 22.8 ) |
( 8.6 ) |
( 10.5 ) |
2.65 |
4,180 |
5,120 |
1,935 |
2,370 |
- |
- |
( 67 ) |
( 18.6 ) |
( 22.8 ) |
( 8.6 ) |
( 10.5 ) |
|
|
1.96 |
2,655 |
3,250 |
4,470 |
5,475 |
2,655 |
3,250 |
( 50 ) |
( 11.8 ) |
( 14.5 ) |
( 19.9 ) |
( 24.4 ) |
( 11.8 ) |
( 14.5 ) |
2.21 |
3,300 |
4,040 |
4,470 |
5,475 |
3,300 |
4,040 |
( 56 ) |
( 14.7 ) |
( 18.0 ) |
( 19.9 ) |
( 24.4 ) |
( 14.7 ) |
( 18.0 ) |
2.71 |
4,180 |
5,120 |
5,990 |
7,340 |
4,180 |
5,120 |
( 69 ) |
( 18.6 ) |
( 22.8 ) |
( 26.6 ) |
( 32.6 ) |
( 18.6 ) |
( 22.8 ) |
2.72 |
4,180 |
5,120 |
5,990 |
7,340 |
4,180 |
5,120 |
( 69 ) |
( 18.6 ) |
( 22.8 ) |
( 26.6 ) |
( 32.6 ) |
( 18.6 ) |
( 22.8 ) |
Table 15 — Hilti KCM-MD Short Plate and Long Plate factored tension resistance in the soffit of cracked sand-lightweight concrete over metal deck ( W profile with 3-7 / 8 ” width ) 1 , 2 , 3 , 4 , 5 , 6 , 7 , 8
Upper flute per Figure 4A Lower flute per Figure 4B Inclined per Figure 4D
Anchor
Nominal embed . in . ( mm ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN )
Tension - N r Tension - N r
Tension - N r f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 30 MPa ( 4,350 psi ) lb ( kN ) f ́c = 20 MPa ( 2,900 psi ) lb ( kN ) f ́c = 30 MPa ( 4,350 psi ) lb ( kN )
SP 1 / 4 ” -3 / 8 ”
SP 3 / 8 ” -1 / 2 "
SP 3 / 8 ” -1 / 2 " -5 / 8 "
SP 5 / 8 ” -3 / 4 ”
LP 1 / 4 ” -3 / 8 ”
LP 3 / 8 ” -1 / 2 "
LP 3 / 8 ” -1 / 2 " -5 / 8 "
LP 5 / 8 ” -3 / 4 "
1.88 |
2,125 |
2,600 |
1,025 |
1,250 |
- |
- |
( 48 ) |
( 9.5 ) |
( 11.6 ) |
( 4.6 ) |
( 5.6 ) |
2.13 |
2,640 |
3,230 |
1,350 |
1,655 |
- |
- |
( 54 ) |
( 11.7 ) |
( 14.4 ) |
( 6.0 ) |
( 7.4 ) |
2.63 |
3,345 |
4,095 |
- |
- |
- |
- |
( 67 ) |
( 14.9 ) |
( 18.2 ) |
|
|
2.65 |
3,345 |
4,095 |
- |
- |
- |
- |
( 67 ) |
( 14.9 ) |
( 18.2 ) |
|
|
|
|
1.96 |
2,125 |
2,600 |
3,575 |
4,380 |
2,125 |
2,600 |
( 50 ) |
( 9.5 ) |
( 11.6 ) |
( 15.9 ) |
( 19.5 ) |
( 9.5 ) |
( 11.6 ) |
2.21 |
2,640 |
3,230 |
3,575 |
4,380 |
2,640 |
3,230 |
( 56 ) |
( 11.7 ) |
( 14.4 ) |
( 15.9 ) |
( 19.5 ) |
( 11.7 ) |
( 14.4 ) |
2.71 |
3,345 |
4,095 |
4,795 |
5,870 |
3,345 |
4,095 |
( 69 ) |
( 14.9 ) |
( 18.2 ) |
( 21.3 ) |
( 26.1 ) |
( 14.9 ) |
( 18.2 ) |
2.72 |
3,345 |
4,095 |
4,795 |
5,870 |
3,345 |
4,095 |
( 69 ) |
( 14.9 ) |
( 18.2 ) |
( 21.3 ) |
( 26.1 ) |
( 14.9 ) |
( 18.2 ) |
3.3.16
1 See Section 3.1.8.6 to convert design strength value to ASD value . 2 Linear interpolation between concrete compressive strengths is not permitted . 3 Tabular value is for one anchor per flute . Minimum spacing along the length of the flute is 3 x h ef
( effective embedment ).
4 Tabular values are for normal weight or sand-light weight concrete . 5 No additional reduction factors for spacing or edge distance need to be applied . 6 Compare tabular value to the insert steel strength values in Tables 11A or 11B and threaded rod steel strength values in Table 18 . The lesser of the values is to be used for the design . 7 Tabular values are for static loads only . For seismic tension loads , multiply cracked concrete tabular values in tension by α N , seis
= 0.75 . See PTG ED . 19 , Section 3.1.8.7 for additional information on seismic applications . 8 For Hilti KCM-MD anchors , calculation of static and seismic concrete strength in shear is not required . See Tables 11A or 11B for shear calculations .
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
457