Anchor Fastening Technical Guide , Edition 22
Table 14 — Hilti KCC-MD Short Plate and Long Plate tension design strength in the soffit of uncracked sand-lightweight concrete over metal deck ( W profile with 4-1 / 2 ” width ) 1 , 2 , 3 , 4 , 5 , 6 , 7 , 8
Anchor
SP 3 / 8 ”
SP 1 / 2 ”
LP 3 / 8 ”
LP 1 / 2 ”
Nominal Embed . Depth in . ( mm )
Upper flute per Figure 5A Lower flute per Figure 5B Inclined per Figure 5D
f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN )
Tension - ФN n Tension - ФN n
Tension - ФN n f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN )
2.13 3,610 4,170 1,850 2,135 ( 54 ) ( 16.1 ) ( 18.5 ) ( 8.2 ) ( 9.5 ) 2.63 4,580 5,290 2,120 2,450 ( 67 ) ( 20.4 ) ( 23.5 ) ( 9.4 ) ( 10.9 ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN )
- -
- -
2.21 3,610 4,170 4,895 5,650 3,610 4,170 ( 56 ) ( 16.1 ) ( 18.5 ) ( 21.8 ) ( 25.1 ) ( 16.1 ) ( 18.5 ) 2.71 4,580 5,290 6,565 7,580 4,580 5,290 ( 69 ) ( 20.4 ) ( 23.5 ) ( 29.2 ) ( 33.7 ) ( 20.4 ) ( 23.5 )
Table 15 — Hilti KCC-MD Short Plate and Long Plate tension design strength in the soffit of cracked sand-lightweight concrete over metal deck ( W profile with 4-1 / 2 ” width ) 1 , 2 , 3 , 4 , 5 , 6 , 7 , 8
Anchor
SP 3 / 8 ”
SP 1 / 2 ”
LP 3 / 8 ”
LP 1 / 2 ”
Nominal Embed . Depth in . ( mm )
Upper flute per Figure 5A Lower flute per Figure 5B Inclined per Figure 5D
f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN )
Tension - ФN n Tension - ФN n
Tension - ФN n f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN )
2.13 2,890 3,335 1,480 1,710 ( 54 ) ( 12.9 ) ( 14.8 ) ( 6.6 ) ( 7.6 ) 2.63 3,660 4,225 1,695 1,955 ( 67 ) ( 16.3 ) ( 18.8 ) ( 7.5 ) ( 8.7 ) f ́c = 3,000 psi ( 20.7 MPa ) lb ( kN ) f ́c = 4,000 psi ( 27.6 MPa ) lb ( kN )
- -
- -
2.21 2,890 3,335 3,915 4,520 2,890 3,335 ( 56 ) ( 12.9 ) ( 14.8 ) ( 17.4 ) ( 20.1 ) ( 12.9 ) ( 14.8 ) 2.71 3,660 4,225 5,250 6,060 3,660 4,225 ( 69 ) ( 16.3 ) ( 18.8 ) ( 23.4 ) ( 27.0 ) ( 16.3 ) ( 18.8 )
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 Table 9 and threaded rod steel strength values in Table 16 . 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 KCC-MD anchors , calculation of static and seismic concrete strength in shear is not required . See Table 9 for shear calculations .
Table 16 — Design strength for steel failure of common threaded rods 1 , 5
Nominal anchor diameter
3 / 8
1 / 2
Tensile 2
ϕN sa , rod or
ϕN sa , eq , rod lb ( kN )
Grade A36 threaded rod
Shear 3
ϕV sa , rod lb ( kN )
Seismic
Shear 4
ϕV sa , eq , rod lb ( kN )
ASTM A 193 B7 or ASTM F1554 Gr . 105 threaded rod
Tensile 2
ϕN sa , rod or
ϕN sa , eq , rod lb ( kN )
Shear 3
ϕV sa , rod lb ( kN )
Seismic
Shear 4
ϕV sa , eq , rod lb ( kN )
ASTM A 307 , Grade A threaded rod
Tensile 2
ϕN sa , rod or
ϕN sa , eq , rod lb ( kN )
Shear 3
ϕV sa , rod lb ( kN )
Seismic
Shear 4
ϕV sa , eq , rod lb ( kN )
3,395 1,750 1,225 7,315 3,780 2,646 3,490 1,815 1,271 ( 15.1 ) ( 7.8 ) ( 5.4 ) ( 32.5 ) ( 16.8 ) ( 11.8 ) ( 15.5 ) ( 8.1 ) ( 5.7 ) 6,175 3,210 2,245 13,315 6,915 4,841 6,375 3,315 2,321 ( 27.5 ) ( 14.3 ) ( 10.0 ) ( 59.2 ) ( 30.8 ) ( 21.5 ) ( 28.4 ) ( 14.7 ) ( 10.3 )
3.3.17 3.3.17
1 See PTG Ed . 19 , Section 3.1.8.7 for additional information on seismic applications . 2 Tensile values determined by static tension tests with фN sa
= ф A se , N f uta as noted in ACI 318 Chapter 17 .
3 Shear values determined by static shear tests with фV sa = ф 0.60 A se , V f uta as noted in ACI 318 Chapter 17 . 4 Seismic shear values determined by seismic shear tests with ф Vsa ≤ ф 0.60 A se , V f uta as noted in ACI 318 , Chapter 17 . 5 Values are for the threaded rod only . The capacity of the insert must be also be determined from Tables 2 and 9 . The design strength of concrete must be in accordance with
ACI 318 Chapter 17 and Tables 10 to 15 as necessary . Compare the values ( threaded rod , inserts , and concrete ). The lesser of the values is to be used for the design . .
Anchor Fastening Technical Guide Edition 22 | 3.0 ANCHORING SYSTEMS | 3.3.17 KCC-WF AND KCC-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
469