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Designing of JL bolt application
σy ：Yield strength of steel material used for JL anchor

Only receiving tensile forcesbolt or JL Y insert bolt (Same with short-termallowable tensile stress) (N/mｍ²)

1. Designing of allowable stress
The allowable tensile strength of JL bolt (hereafterJL anchor bolt and JL Y inserts bolts collectivelly
called "JL bolt")that ﬁxed with concrete building frame
is supposed to be calculated by (1) or (2), and either
the lower result will be used.
pa1 = φ1××Ac×0.313209 …………………（1）pa2 = φ2×sσy×sca1 ……………………………………（2）pa1：The allowable tensile strength(N) of JL bolt that

a1 ：Eﬀective cross sectional area of the bolt used at
JL anchor bolt or JL Y insert bolt.
2. Calculation of horizontal proof stress
The te n s i l e s t r e n g th of ﬁxed JL bolt into concreteskeleton will be the lower result of calculation either(1u) or (2u). But in case of requiring fracture
toughness, it will be decided with (2u)pu1 =×Ac×0.313209 …………………………
（1u）

decided by the corn shaped destruction.
pa2：Allowable tensile strength (N) of JL bolt that

pu2 = sσy×sca1……………………………………………
（2u）
pu1 ：The tensile strength(N) of JL bolt that decide by thed e c i d e d b y the yield point of the bolt used withJL anchor bolt or JL Y insert bolt.
φ1・φ2：Reduction coefficient of allowable tensilestrength. Use with table 1 showing in below.

corn shaped destruction of ﬁxed concrete skeleton

scpu2 ：The tensile strength(N) of JL bolt that decided by theyield point of the bolt used at JL anchor bolt or JL Y
insert bolt.
Fc ：Please refer to (1)Ac ：Please refer to (1)Table 1: Reduction coeﬃcient of allowable tensile strength
For long term load
For short term load

φ1

φ20.4
0.6

2/3
1.0

σy：Please refer to (2)ssc

Fc ：Strength of standard design for concrete(N/mm²)
Ac：This is the eﬀective area of hirizontally projected
as of the corn shaped destruction of concrete,
which is calculated by showing by ﬁgure 1.
But if plural number of JL bolt that contiguitlly
locate with, the effective area of horizontally
projected is shown on ﬁgure 2. (mm²)
Embeded length(le) of JL bolt will be calculated
as showing on ﬁgure 3.

a1：Please refer to (2)Commentary

1. The destructive mode that decide the allowabletensile strength of JL bolt is as shown in figure(a),there are two types. As for formula(1), ①is the factor
to decide, for formula(2), ②is the factor to decide theallowable tensile strength.

Figure(a) Destructive mode
As for the calculated result of "eﬀective cross sectional
area of thread" for main JL bolts will be shown at ﬁgure 2.

Figure1. Eﬀective area of horizontally projected

Figure2. When the JL bolt at located by

as for the corn shaped destruction.

contiguitlly in Figure 1.

JL anchor bolt

2. (1) As for the formula (1u) and (2u), these are thebased on formula (1) and (2) by putting "1.0" toboth φ1 and φ2.
But for formula(1u), the allowable tensile strenth
decided by factor of ①, for (2u), they decided byfactor of ②.
(2) In order to apply the calcuration result of (2u)formula for sure, the pulling force that calculatedby (1u) needed to be higher than the result of (2u)but the The embeded length of JL bolt will bedecided in order to make above happen.
(3) When JL bolt installed at nallow area such ascontinuous footing, and if we expect fracture
toughness, we will add reinforcement bars in orderto do the stress transmission of JL bolt.
But the reinforcement of the axial direction of thematerial can be used as the ﬂexural reinforcementof at anchorage zone of the concrete as well.

JL Y insert bolt

J : Length of projection le : Embeded length of JL bolt d : nominal
diameter of parent material

Figure 3. How to calculate the length (le) of embeded JL bolt

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Designing of JL bolt application
Figure2 : Eﬀective sectional area of JL anchor bolt and JL Y insert bolt.
ＪＬ anchor bolt(II) JL Y insert bolt (*) d is diameter of material part of JL Y insert bolt
Embeded status of JL Y insert bolt

ＪＬＹ insert bolt

area of eﬀective sectional
sectional area of eﬀective sectional
nominal name raw material sectional
material A(mm²) area of screw An(mm²) nominal name raw material material A(mm²) area of screw An(mm²)

M10

D1071.3

58.0

M10

D16120.1

M12

D13126.7

84.3

M12

D19202.2

84.3

M16

D16198.6

157.0

M16

D22
D25230.1
349.7

157.0

M20

D19286.5

245.0

M20

D29
D32397.4
549.2

245.0

M22

D22387.1

303.0

M22

D35653.6

303.0

M24

D25506.7

353.0

M24D38787.0353.0

M27

D29642.4

459.0

M27

D41881.0

459.0

M30

D32794.2

561.0

M30

D511466.0

561.0

W3/8

D1071.3

49.0

W3/8

D16149.6

49.0

W1/2

D13126.7

87.4

W1/2

D19199.1

87.4

W5/8

D16198.6

143.9

W5/8

D22
D25243.2
362.8

143.9

W3/4

D19

286.5

213.3

W3/4

D29
D32429.1
580.9

213.3

W7/8

D22387.1

294.7

W1

D38753.0

387.0

W1

D25506.7

387.0

W1 1/8

D41852.0

487.9

W1 1/8

D29642.4

487.9

Sectional surface of bolt that subject to sca2of the material part of JL Y insert bolt Sectional surface of the material of JL Y insert bolt
③ Ingocase
out of joint surface for more than 3d(*)
Other
Sectional surface of the screw part of JL Y insert bolt
④58.0(2) (1) ①and②will be shown at ﬁgure(b)(1) For ①(1) For ③(d: Diameter of JL anchor bolt or JLY insert bolt.
The area surrounded byshows respective cross section.)nominal name : Simbol of screw that showing diameter,style and pitch of the screw. (mainly the standardouter diamer of male thread will be used)sectional area of material (A) : Using the sectional
dimention(S) of steel bars for concrete inforcement
speciﬁed by JIS G 3112.
eﬀective sectional area(An) : As for sectional area ofof male screw, the effective sectional area will becalculated by「An=(π/4)×(d2+d3)/2)2」

Figure(b) Cross section of the bolt which is the object of sca2
When receiveing tensile force and shear at a same time
When the JL bolt ﬁxed with concrete structure will receive
tensile force and shear at a same time, allowablestress design need to satiﬁes below (4) formula22（ pp ） +（ qq ） ≦ 1 ……………………………………（4）a(d₂=effective diameter), (d₃=diameter of a valley)Eﬀective sectional area of inserts : The area of eﬀective
section for insert will be calculated by「iAn=A-An」(D=diameter of valley for female thread, A=sectional
area of material)

ap ：Pulling force (N)q ：Shear force (N)pa：Allowable pulling force(kg) decide by article 4.
qa：Please refer to (3)Only receiving shear

Commentary(1) When calculate the held holizontal strength thatreceiving pulling force and shear force at a sametime, will be consider the stress state of JL boltthat ﬁxed to concrete structure.

1. Design of allowable stress
Allowable stress that ﬁxed with concrete skeleton
will be calculated by (3)qa = φs2（0.7×sσy×sca2）………………………………（3）qa ：Allowable shear (N) of JL bolt
φs2 ：Reduction coeﬃcient of allowable shear 2/3

Covering depth and embeded length

to long-term load, 1.0 to short-term load.

1. Embeded length of JL bolt (le)JL anchor boltle ≧ 5d
JL Y insert boltle ≧ 50mm
2. Covering depth of JL bolt
Covering depth of JL bolt supposed to be more than 30mm.
(At the area of the concrete surface touching withearth will be more than 40mm)
But, as for the designing of ﬁxing area of JL bolt, it isrequired to consider the edge distance from the bolt.

σy ：Please refer to (2)sa2 ：Eﬀective sectional area(mm²) at joint surface of
1. JL anchor bolt, 2. JL Y insert bolt female screw,
3. Bolt used at JL Y insert boltsc

2. Calculation of horizontal proof stress
Shear strength of JL bolt that fixed to concreteskeleton will be calculated by (3u)qau = 0.7×sσy×sca2 …………………………………（3u）qau ：Shear strength(N) of JL bolt
σy ：Please refer to (2)a2 ：Please refer to (3)sCommentarysc(1) When the edge distance of JL bolt is short, thedesigning of ﬁxed area will be below.
( i ) Calculation of allowable pulling force and allowablestrength Calculate by replacing "Ac" of the Formula(1) or formula (1u) with "NAc1"

Commentary(1) Sectional surface of bolt subject to sca2 is as below.
( I ) JL anchor bolt (*) d is diameter of material part of JL anchor bolt
Embeded status of JL anchor boltof the material part of JL anchor bolt go① Inoutcaseof joint surface for more than 3d(*)
Other②

Sectional surface of bolt that subject to sca2
Sectional surface of the material of JL anchor bolt(ii) Calculation of allowable shear force and shear stress.
a. Allowable shear force will be lower ﬁgure of that

Sectional surface of the screw part of JL anchor bolt2

Nice Communication Nice Tomorrowcalculation result of formula (1), but replacing

Figure (c): Eﬀective horizontal projected"Ac" with "NAc2"(refer to figure (d)), and that thearea that inﬂuenced by edge stance.

calculation result of formula (3).

(When receiving tensile force)b. Shear stress will be lower ﬁgure of that calculation
result of formula (1u), but replacing "Ac" with " NAc2"(refer to ﬁgure (d)), and that the calculation resultof formula (3u). When it require toughness, it
supposed to be decided by (3u)Figure (d): Eﬀective horizontal projectedarea that inﬂuenced by edge distance.
(When receiving shear force)

Calculation Method of JL bolt application2-3) Consideration of mounting bolt (te m p o r a r y l o a d i n g )Use bolt
High tension bolt 10.9 M16
Eﬀective cross section area of screw partbAN=157.0/mm²
Allowable unit shear stressbfs=240.5(N/mm²)(1) Allowable tensile stressPa(1)=bAN x bft=157.0 x 495.0= 77.715kN ＞ P=9.280kN ( α =0.12) OK(2) Allowable shear stressQa(1)=bAN x bft=157.0 x 240.5=37.758kN ＞ Q=0.000kN2-4) Consideration of insert (temporary loading)
Use insert
JL Y insert
D25 x 125 (M16)
Eﬀective cross section area of screw partiAN=506.7-157.0
Allowable unit tensile stress
ift=295.0(N/mm²)
Allowable unit shear stressifs=170.3(N/mm²)(1) Allowable tensile stressPa(2)=iAN x ift=349.7 x 295.0=77.715kN ＞ P=9.280kN ( α =0.12) OK(2) Allowable shear stressQa(2)=iAN x ifs=349.7 x 170.3=59.553kN ＞ Q=0.000kN
2-5) Consideration of concrete (temporary loading)§1. Design overview
1-1) Use material and allowable stress(1) Design criteria strength of concrete
σCK = 30（N/mm2）(2) Allowable stress of insert （SD295A）
Allowable unit tensile stress for temporary loading
ift = 295.0 (N/mm²)
Allowable unit shear stress for temporary loading
ifs = 170.3(N/mm²)(3) Allowable stress of bolt (High tension bolt10.9)
Allowable unit tensile stress for temporary loading
bft = 495.0(N/mm²)
Allowable unit shear stress for temporary loadingbfs = 240.5(N/mm²)(4) Impact load (for construction load)z = 1.61-2) Product diagram(1) Product name (symbol)

PC-1§2. Consideration
2-1) Condition of considering assumption(1) Product name (symbol)
PC-1(2) Load/Product weight
W=20.000kN(3) Ironware embedding surface
Horizontal plane(4) Number of ironware embeded
ST = 4 parts
Lifting condition
Equivalent
Premium coeﬃcient
SJ = 1.00
Angle of wire rope (horizontal)
89-60degree
Premium coeﬃcient
SJ = 1.16

Design criteria strength of concrete σCK = 30（N/mm2）
Embeded depth of insert
Le = 125.0mm
Ironware embeded place (left end) X1 = 250.0mm
Ironware embeded place (right end) X2 = 500.0mm
Eﬀective projected area of cone-like destruction ofthe concreteAc
Ac1 =∫［］ { Range X2 〜 X1}= 58,904.8mm22-2) Weight applied to single ironware〔Load(tensile strength)〕P = (W/ST) x SJ x SK1 x z

Pa（3）= 0.6×AC（1）××0.313209= 0.6×58,904.8××0.313209= 60.631kN > P = 9.280kN（α = 0.15） OK=(20.000 / 4) x1.00 x1.16 x 1.6=9.280kN

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Design Method of Lifting anchor§ １. Design overview
1-1) Use material and allowable stress(1) Design criteria strength of concreteσ CK = 30（N/mm2）(2) Allowable stress of Lifting anchor （SM490A）
Allowable unit tensile stress for temporary loading
rft = 330.0 (N/mm²)
Allowable unit shear stress for temporary loading
rfs = 190.5(N/mm²)(3) Impact load (for construction load)z = 1.61-2) Product diagram(1) Product name (symbol)(1) Calculation of head part of lifting anchor cross section area
A part cross sectional area :aAN = (a-d) x c= (30 - 14) x 10= 160.0mm²B part cross sectional area :PC-2

bAN = e x c x 2= 9 x 10 x 2= 180.0mm²(2) A part of allowable tensile unit stressPa(1) = aAN x rft= 160.0 x 330.0= 52.800kN >P1 = 18.560kN( α =0.35) OK§2. Consideration(3) B part of allowable shear unit stressQa(1) = bAN x rfs= 180.0 x 190.5= 34.290kN > P1 =18.560kN( α =0.54) OK2-1) Condition of considering assumption(1) Product name (symbol)
PC-2(2) Load/Product weight
W=40.000kN(3) Ironware embedding surface
Horizontal plane(4) Number of ironware embeded
ST = 4 parts
Lifting condition
Equivalent
Premium coeﬃcient
SJ = 1.00
Angle of wire rope (horizontal)
89-60degree
Premium coeﬃcient
SK1 = 1.16

2-4) Consideration of concrete (temporary loading)
Design criteria strength of concrete
σCK = 30N/mm2
Embeded length of lifting anchor
Le = 200.0mm
Ironware embeded surface(horizontal surface)
Ironware embeded surface(left end )X1 = 250.0mm
Ironware embeded surface(right end )X2 = 500.0mm
Eﬀective projected area of cone-like destructionof the concrete
AcAc1 =∫［］ { Range X2 〜 X1}2-2) Weight applied to single ironware〔荷重（引張力）〕 P1 =（W/ST）×SJ×SK1× z=（40.000/4）
×1.00×1.16×1.6= 18.560kN2-3) Consideration of head part of Lifting anchor(temporary loading)
Use Lifting anchor
2.5 series
FY 2.50ton x 200
Allowable unit tensile stress
rft=330.0 (N/mm²)
Allowable unit shear stress
rft=190.5 (N/mm²)
Width of anchor
a = 30mm
Length of anchorb = 200mm
Thickness of anchor
c = 10mm
Width of anchor holed = 14mm
Width of shear part of anchor e = 9mm= 144,513.2mm2Pa（3）= 0.6×AC（1）××0.313209= 0.6×144,513.2××0.313209= 148.748kN > P1 = 18.560kN（α =0.13） OK4

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