ANCHOR BOLTS BOLTS Peikko manufactures with its specialized equipments a large range of a nchor bolts dedicated to the construction sector. Peikko supplies high quality steel anchor bolts either f or steel structures, precast concrete structures or general infrastructure. FORGING
Diamters : 0.75in, 1in, 1.25in, 1.50in
Hexagonal heads ASTM B18.1.2
THREADING
Roll threading / Cut threading
UNC : 0.75in, 1in, 1.25in, 1.375in, 1.50in
ISO Metric : On demand
MATERIALS ET STANDARDS
ASTM F1554 gr.36, gr.55, gr.105 ASTM A193 ASTM A307 CSA G40 CSA G30 gr.400
GALVANISATION STANDARDS
CSA G164 ASTM A153
CUSTOM MADE ANCHOR BOLTS Quotation request forms HEADED BOLT.pdf
RIBBED ANCHOR.pdf
L-BOLT.pdf
J-BOLT.pdf
STUD.pdf
PPK FRAME.pdf
DESIGN STRENGTH CALCULATION OF ANCHORS BOLTS Tables 1.1 and 1. 2 shown below are provided to assist the designer f or the dimensioning of single anchor subject to tensile and shear loading. The tables cover a range of standard diameters from ¾in. to 1 ½in. with grades ASTM F1554 Gr.36, Gr.55 and Gr.105. A case study is shown below based on the application of four headed anchors loaded in tension and shear : Calculation exemple Tables 1.1 an 1. 2 shows anchors bolt capacities in tension ans shear. This data is shown as reference only. The tables are accompanied with notes t hat explain assumptions made regarding each capacity calculations. TABLE 1.1 DESIGN STRENGTH FOR SINGLE CAST-IN ANCHOR IN TENSION LOADING FOR f’c=4000 psi FOLLOWING ACI318 (please see notes 1, 2, 4)
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ACI 318-08 Design Notes: 1.
2.
Design strengths in table are for single cast-in anchors near one edge only. The values do not apply where the distance between adjacent anchors is l ess than 3hef, or where the perpendicular distance, Ca2 , to the edge distance being considered, Ca1, is less than 1.5hef. When anchor design includes earhtquake forces for structures assigned to Seismic Design Category C, D, E or F, the concrete design strengths in the table must b e reduced by 25%. In addition, the anchor must be designed so strength is governed by a ductile steel element, unless D.3.3.5 or D.3.3.6 is satisfi ed. Therefore, the design strengths based on the t hree concrete failure modes, multiplied by 0.75 must exceed the design strength of the steel in t ension. This requirement effectively precludes the use of hooked anchor bolts i n the seismic zones noted above.
3.
For design purposes the tensile strength of the anchor steel,futa, must not exceed 1.9fya or 125,000 psi. 4. Design strengths in table are based on strength reduction factor of Section D.4.4. Factored tensile load must be computed from the load combinations of 9.2. Design strengths for concrete breakout pullout, and sideface blowout ar e based on Condition B. Wh ere supplementary reinforcement is provided to satisfy Condition A, design str engths for concrete breakout may be increased 7.1% to account for the increase in strength reduction factor from 0.70 to 0.75. This increase does not apply to pullout strength or side-face blowout. 5. Design strengths for concrete breakout in tension are based on concrete breakout strength determined in accordance with Eq. (D-7) and apply to headed and ho oked anchors. To determine the design strength of headed bolts with embedment depth, hef, greater than 11 in. in accordance with Eq. (D-8), multiply the tabl e value by [2(hef ^5/3)]/[3(hef ^1.5)]. 6. Where analysis indicates that there will be no cracking at service load levels (ft < fr) in the region of the anchor, the design strengths for concrete breakout in tension may be increased 25%. 7. The design strengths for pullout in tension for headed bolts with diameter,da, less than 1-3/4 in. are based on bolts with regular hex heads. The design strengths for 1-3/4 and 2-in. bolts are based on heavy hex heads. For bolts with da less than 1-3/4 in. having heads with a larger bearing area, Abrg , than assumed, the design strengths may be increased by multiplying by the bearing area of the larger head and dividing by the bearing area of the regular hex head. 8. The design strengths for pullout in tension for hooked bolts with hook-length,eh, between 3 and 4.5 times diameter, da, may be determined by int erpolation. 9. Where analysis indicates there will be no cracking at service load levels (ft < fr) in the region of the anchor, the design strengths for pullout in tension may be i ncreased 40%. 10. The design strengths for side-face blowout in tension are applicable to headed bolts only and where edge distance, Ca1, is less than 0. 4hef. The values for 0.4hef are shown f or interpolation purposes only. The design strengths for bolts with diameter,da, less than 1-3/4 in. are based on bolts with regular hex heads. The design strengths for 1-3/4 and 2 in. bolts are based on bolts with heavy hex heads. For bolts with da less than 1-3/4 in. having heads with a larger bearing area, Abrg , than assumed, the design strengths may be increased by multiplying by the square root of the quotient resulting from dividing the bearing area of the larger head by the bearing area of the regular hex head Abrg2 / Abrg1. 11. Design strengths for concrete breakout and side-face blowout are for normalweight concrete. For anchors in lightweight concrete and must be multipli ed by modifier from par 8.6. TABLE 1.1 DESIGN STRENGTH FOR SINGLE CAST-IN ANCHOR IN SHEAR LOADING f’c=4000 psi following ACI318 (please see notes 1, 2, and 4)
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Design strength in table are for single cast-in anchors near one edge only. The values do not apply where the distance to an edge measured perpendicular to Ca1 is less than 1.5Ca1. See note 9. The values do not apply where the di stance between adjacent anchors is less than 3Ca1,
2.
3.
4. 5.
6. 7.
8.
9.
10.
11. 12. 13. 14.
15.
where Ca1 is the distance from the center of the anchor to the edge in the direction of shear apllication Where anchor design includes earthquake forces for structures assigned for Seismic Design Category C, D, E or F, the concrete design strengths in the table must be reduced by 25%. In addition, the anchor must be designed so failure is initiated by a ductile steel element. This means that all the design strengths based on the two concrete failure modes Vcb and Vcp multiplied by 0.75 must equal or exceed the design strength of the steel in shear, Vsa. Concrete pryout strength, Vcp, is to be taken equal to tension breakout strength Ncb, where hef is less than 2.5in. and to be taken as twice Ncb where Hef is equal to or greater than 2.5in. Condition B (see ACI318- 08 D.4.4) must be assumed even where supplementary reinforcement qualifying for Condition A is present (i.e., strength reduction factor, must be taken equal to 0.70) For design purposes the tensile strength of anchor steel Futa, must exceed 1.9Fya or 125,000 psi. Design strengths in tbale are based on strength reduction factor, of Section D.4.4. Factored shear load Vua must be computed from the load combinations of 9.2. Design strengths for concrete breakout, Vcb, are based on condition B. Where supplementary reinforcement is provided to satisfy condition A, design strengths may be increased 7.1% to account for the increase in strength reduction factor from 0.70 to 0.75. Where analysis indicates that there will be no cracking at service load level in the region of the anchor, the design strengths for concrete breakout in shear, Vcb, may be increased 40%. In regions of members where analysis indicates cracking at service level loads, the strengths in the table for c oncrete breakout, Vcb, may be increased in accordance with the factors in D.6.2.7 if edge reinforcement or edge reinforcement enclosed within stirrups is provided in accordance with that section. The design strengths for concrete breakout, Vcb, are based on the shear load being applied perpendicular to the edge. If the load is applied parallel t o the edge, the strengths may be increased 100%. Where the anchor is located near a corner with an edge distance perpendicular to direction of shear, Ca2, less than 1.5Ca1, design strengths for concrete breakout, Vcb, shall be reduced by multiplying by modification factor determined from Eq. (D-28). The calculated values in the table do not apply where two edge distances perpendicular to direction of shear, Ca2, are less than 1.5Ca1. See D.6.2.4. This value of thickness, h, is not practical since the head or hook would project below the bottom surface of the concrete. It was chosen to facilitate mental calculation of the actual edge distance, Ca1, since the variable used in the calculation Ca1 is a function of embedment depth, hef. Linear interpolation for intermediate values of edge distance, Ca1, is permissible. Linear interpolation for intermediate values of embedment depth, hef, i s unconservative. For 1-1/2 in. cover and for Ca1 = 0.25hef and 0.50hef, see portion of table for h = hef. For 1-1/2 in. cover and for Ca1 = 0.25hef and 0.50hef, see portion of table for h = hef. For Ca1 = hef, see portion of table for h = 1.5hef Tabulated design strengths for concrete breakout, Vcb, are for anchors in normalweight concrete. For anchors in lightweight concrete, Vcb must be multiplied by modification factor from ACI31808 par 8.6. For anchors located in members with a thickness ha less than 1.5Ca1, concrete breakout, Vcb, may be increased by the modifier computed from Eq. (D -29).
