Upload
mahibul-hasan
View
52
Download
4
Embed Size (px)
Citation preview
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 1 of 3
Examination for supporting of top slab form works
Unit weight of Concrete : ρc …………. 25.0
Working load : Ww ……….. 2.5
Dead load of forms : Wf ………… 0.5
Load of Internal supporting : Ws ……….. 0.5
Material Description SpecificationAllowable bending/tensile stress Allowable shearing stress
SteelSS 400 163 93
STK 500 236 134
TimberFir wood 13.2 1.0Plywood 16.1 1.0
it shall be within 1-2mmHere, δa = 3.0 mm is chosen.
8,800
Plywood……………..……… 5,500
Steel material ………………… 200,000
Plywood : 12 mm: 48.6 x 2.4 mm
Square steel pipe-60 x 60 x 2.3, STK : 60 x 60 mmThickness of Concrete : 450 mmInterval of steel pipe : 300 mm
: 800 mm: 800 mm
Description Calculation formulaLoad
25 x 0.45 11.25 2.50
11.25 + 2.5 13.75 0.50
13.75 + 0.5 14.25
5.1 Design condition5.1.1 Load condition
kN/m3
kN/m2
kN/m2
kN/m2
5.1.2 Allowable stress
σa (N/mm2) τa (N/mm2)t 16mm≦
t 12mm≦
*Allowable deflection δa:Normal case shall be 2-3mm, in case of external appearance to be conspicuous,
5.1.3 Young's modulus E
Timber(Fir wood)…………. (N/mm2)
(N/mm2)
(N/mm2)
5.3 Examination for bottom forms
Round steel pipe φ48.6x2.4
Supporting span of square timber Supporting span of steel pipe
5.3.1 Working load
(kN/m2)Concrete load Wc
Working load Ww
Total(1)= Wc + WwDead load of Forms Wf
Total(2)= Wc + Ww + Wf
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 2 of 3
Sectional dimension for width per meter is as follows.
--------- = 24,000 6
:I = --------- = 144,000 12
Working load for sheathing board (width per meter) is w = 13.75 x 1000 / 1000 = 13.75 (N/mm)
Interval of batten is 300Sheathing board is calculated as uniform load with 3 span continuous beam
--------- = 123,750 (N.mm)10
M
--------- = 5.2 σa = 16.1 OK ≦ ⇒Z
--------- = 1.0 (mm) δa = 3mm OK ≦ ⇒
348
3,830
93,200 An interval of batten 300 mmWorking load to batten (per one piece)
w = 13.75 x 300 / 1000 = 4.1 (N/mm)Maximum interval of sleeper as supporting p 800 mm
--------- = 330,000 (N.mm)8
M
Bending stress ---------- = 86 σa = 236 OK ≦ ⇒Z
5.3.2 Examination for sheathing board
bh2
Section modulus :Z = (mm3/m)
bh3
Moment of Inertia of area (mm4/m)
mmである。
wl2
Bending moment :M=
Bending stress :σ= (N/mm2)
wl4
Deflection :δ= 137.6EI
5.3.3 Examination for BattenRound steel pipe(φ48.6x2.4,STK 500)shall be used.
Sectional area :A= (mm2)
Section modulus :Z= (mm3)
Moment of inertia of area :I= (mm4)
wl2
Bending moment :M=
:σ= (N/mm2)
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 3 of 3
wlShearing force ---------- = 1,650 (N)
2
Shearing stress ---------- = 7.1 (N) τa = 134 OK ≦ ⇒A
Deflection ---------- = 1.2 (mm) δa = 3mm OK ≦ ⇒
Sectional area 517
:Z = ---------- = 9,440 6
:I = ---------- = 283,000 12
Load distribution width of sleeper 800 (mm)Working load to sleeper (per one piece)
w = 14.25 x 800 / 1000 = 11.40 (N/mm) An interval of forms as supporting point 800
---------- = 912,000 (N.mm)8
M
Bending stress ---------- = 96.6 σa = 163 OK ≦ ⇒Z
wlShearing force ---------- = 4,560 (N)
2
Shearing stress ---------- = 13.2 (N) τa = 93 OK ≦ ⇒A
Deflection ---------- = 1.1 (mm) δa = 3mm OK ≦ ⇒
:S=
1.5S:τ=
5wl4
:δ= 384EI
5.3.4 Examination for sleeperSquare steel pipe(□-60x60 x 2.3)shall be used.
:A= bh = (mm2)
bh2
Section modulus (mm3)
bh3
Moment of Inertia of area (mm4)
d=
mmである。
wl2
Bending moment :M=
:σ= (N/mm2)
:S=
1.5S:τ=
5wl4
:δ=
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 4 of 3
384EI
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 1 of 18
The Structural calculation data
of the forms and supporting for UGR-5
KUBOTA CONSTRUCTION CO., LTD.
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 2 of 18
Examination for supporting of top slab form works
Unit weight of Concrete : ρc …………. 25.0
Working load : Ww ……….. 2.5
Dead load of forms : Wf ………… 0.5
Load of Internal supporting : Ws ……….. 0.5
Material Description SpecificationAllowable bending/tensile stress Allowable shearing stress
SteelSS 400 163 93
STK 500 236 134
TimberFir wood 13.2 1.0Plywood 16.1 1.0
it shall be within 1-2mmHere, δa = 3.0 mm is chosen.
8,800
Plywood……………..……… 5,500
Steel material ………………… 200,000
Plywood t : 12 mm: 48.6 x 2.4 mm
Thick timber plate t=20mm x 2pcs t : 40 x 95 mmThickness of Concrete : 450 mmInterval of steel pipe l : 300 mm
La : 750 mmLb : 850 mm
Description Calculation formulaLoad
25 x 0.45 11.25
2.50
11.25 + 2.5 13.75
0.50
13.75 + 0.5 14.25
5.1 Design condition5.1.1 Load condition
kN/m3
kN/m2
kN/m2
kN/m2
5.1.2 Allowable stress
σa (N/mm2) τa (N/mm2)t≦16mm
*Allowable deflection δa:Normal case shall be 2-3mm, in case of external appearance to be conspicuous,
5.1.3 Young's modulus E
Timber(Fir wood)…………. (N/mm2)
(N/mm2)
(N/mm2)
5.3 Examination for bottom forms
Round steel pipe φ48.6x2.4
Supporting span of square timber Supporting span of steel pipe
5.3.1 Working load
(kN/m2)Concrete load Wc
Working load Ww
Total(1)= Wc + WwDead load of Forms Wf
Total(2)= Wc + Ww + Wf
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 3 of 18
Sectional dimension for width per meter is as follows.
--------- = 24,000 6
:I = --------- = 144,000 12
Working load for sheathing board (width per meter) is w = 13.75 x 1000 / 1000 = 13.75 (N/mm)
Interval of batten is 300 mm.Sheathing board is calculated as uniform load with 3 span continuous beam
--------- = 123,750 (N.mm)10
M
--------- = 5.2 σa = 16.1 OK ≦ ⇒Z
--------- = 1.0 (mm) δa = 3mm OK ≦ ⇒
348
3,830
93,200 An interval of batten 300 mmWorking load to batten (per one piece)
w = 13.75 x 300 / 1000 = 4.1 (N/mm)Maximum interval of sleeper as supporting p 850 mm
--------- = 372,539 (N.mm)8
M
Bending stress ---------- = 97 σa = 236 OK ≦ ⇒Z
5.3.2 Examination for sheathing board
bh2
Section modulus :Z = (mm3/m)
bh3
Moment of Inertia of area (mm4/m)
wl2
Bending moment :M=
Bending stress :σ= (N/mm2)
wl4
Deflection :δ= 137.6EI
5.3.3 Examination for BattenRound steel pipe(φ48.6x2.4,STK 500)shall be used.
Sectional area :A= (mm2)
Section modulus :Z= (mm3)
Moment of inertia of area :I= (mm4)
wl2
Bending moment :M=
:σ= (N/mm2)
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 4 of 18
wlShearing force ---------- = 1,753 (N)
2
Shearing stress ---------- = 7.6 (N) τa = 134 OK ≦ ⇒A
Deflection ---------- = 1.5 (mm) δa = 3mm OK ≦ ⇒
Sectional area 3,800
:Z = ---------- = 60,167 6
:I = ---------- = 2,857,917 12
Load distribution width of sleepe 850 (mm)Working load to sleeper (per one piece)
w = 14.25 x 850 / 1000 = 12.11 (N/mm)
An interval of forms as supporting point 750 mm.
---------- = 851,660 (N.mm)8
M
Bending stress ---------- = 14.2 σa = 16.1 OK ≦ ⇒Z
wlShearing force ---------- = 4,542 (N)
2
Shearing stress ---------- = 1.8 (N) τa = 93 OK ≦ ⇒A
Deflection ---------- = 0.1 (mm) δa = 3mm OK ≦ ⇒
:S=
1.5S:τ=
5wl4
:δ= 384EI
5.3.4 Examination for sleeperThick timber plate(□-40x95)shall be used.
:A= bh = (mm2)
bh2
Section modulus (mm3)
bh3
Moment of Inertia of area (mm4)
d=
wl2
Bending moment :M=
:σ= (N/mm2)
:S=
1.5S:τ=
5wl4
:δ= 384EI
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 5 of 3
Unit weight of Concrete : ρc …………. 25.0
Working load : Ww ……….. 2.5
Dead load of forms : Wf ………… 0.5
Load of Internal supporting : Ws ……….. 0.5
Material Description SpecificationAllowable bending/tensile stress Allowable shearing stress
SteelSS 400 163 93
STK 500 236 134
TimberFir wood 13.2 1.0Plywood 16.1 1.0
it shall be within 1-2mmHere, δa = 3.0 mm is chosen.
8,800
Plywood……………..……… 5,500
Steel material ………………… 200,000
Plywood t : 12 mm: 48.6 x 2.4 mm
Square timber□-100 x 100 t : 100 x 100 mmThickness of Concrete : 450 mmInterval of steel pipe l : 300 mm
La : 800 mmLb : 800 mm
Description Calculation formulaLoad
25 x 0.45 11.25
2.50
11.25 + 2.5 13.75
0.50
13.75 + 0.5 14.25
I-Examination for Form Work1.1 Design condition1.1.1 Load condition
kN/m3
kN/m2
kN/m2
kN/m2
1.1.2 Allowable stress
σa (N/mm2) τa (N/mm2)t≦16mm
t≦12mm
*Allowable deflection δa:Normal case shall be 2-3mm, in case of external appearance to be conspicuous,
1.1.3 Young's modulus E
Timber(Fir wood)…………. (N/mm2)
(N/mm2)
(N/mm2)
1.2 Examination for bottom forms
Round steel pipe φ48.6x2.4
Supporting span of square timber Supporting span of steel pipe
1.2.1 Working load
(kN/m2)Concrete load Wc
Working load Ww
Total(1)= Wc + WwDead load of Forms Wf
Total(2)= Wc + Ww + Wf
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 6 of 3
Sectional dimension for width per meter is as follows.
--------- = 24,000 6
:I = --------- = 144,000 12
Working load for sheathing board (width per meter) is w = 13.75 x 1000 / 1000 = 13.75 (N/mm)
Interval of batten is 300Sheathing board is calculated as uniform load with 3 span continuous beam
--------- = 123,750 (N.mm)10
M
--------- = 5.2 σa = 16.1 OK ≦ ⇒Z
--------- = 1.0 (mm) δa = 3mm OK ≦ ⇒
348
3,830
93,200 An interval of batten 300 mmWorking load to batten (per one piece)
w = 13.75 x 300 / 1000 = 4.1 (N/mm)Maximum interval of sleeper as supporting p 800 mm
--------- = 330,000 (N.mm)8
M
Bending stress ---------- = 86 σa = 236 OK ≦ ⇒Z
1.2.2 Examination for sheathing board
bh2
Section modulus :Z = (mm3/m)
bh3
Moment of Inertia of area (mm4/m)
mmである。
wl2
Bending moment :M=
Bending stress :σ= (N/mm2)
wl4
Deflection :δ= 137.6EI
1.2.3 Examination for BattenRound steel pipe(φ48.6x2.4,STK 500)shall be used.
Sectional area (mm2)
Section modulus (mm3)
Moment of inertia of area (mm4)
wl2
Bending moment :M=
:σ= (N/mm2)
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 7 of 3
wlShearing force ---------- = 1,650 (N)
2
Shearing stress ---------- = 7.1 (N) τa = 134 OK ≦ ⇒A
Deflection ---------- = 1.2 (mm) δa = 3mm OK ≦ ⇒
Sectional area 10,000
:Z = ---------- = 166,667 6
:I = ---------- = 8,333,333 12
Load distribution width of sleeper 800 (mm)Working load to sleeper (per one piece)
w = 14.25 x 800 / 1000 = 11.40 (N/mm)
An interval of forms as supporting point 800
---------- = 912,000 (N.mm)8
M
Bending stress ---------- = 5.5 σa = 13.2 OK ≦ ⇒Z
wlShearing force ---------- = 4,560 (N)
2
Shearing stress ---------- = 0.7 (N) τa = 1 OK ≦ ⇒A
Deflection ---------- = 0.8 (mm) δa = 3mm OK ≦ ⇒
:S=
1.5S:τ=
5wl4
:δ= 384EI
1.2.4 Examination for sleeperSquare steel pipe(□-100x100 x 2.3)shall be used.
:A= bh = (mm2)
bh2
Section modulus (mm3)
bh3
Moment of Inertia of area (mm4)
d=
mmである。
wl2
Bending moment :M=
:σ= (N/mm2)
:S=
1.5S:τ=
5wl4
:δ=
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 8 of 3
384EI
II-Examination for Supporting
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 9 of 3
支保工の検討
25.0 2.50.50.5
材種 種別 仕様許容せん断応力度
鋼材SS 400 163 1663 93 949
STK 500 236 2407 134 1367
木材 べいまつ 13.2 135 1.0 10.2合板 16.1 164 1.0 10.2
にする。
木材(べいまつ) 8,800 5,500
鋼材 200,000
合板 12 mm2.4 mm
角材 □-100x100 100 x 100 mm コンクリート厚 270 mm スパン 800 mm
種別 計算式荷重
コンクリート荷重 6.75 689 作 業 荷 重 2.50 255
合 計 9.25 943
種別 計算式荷重
コンクリート荷重 34.72 3,542 作 業 荷 重 2.50 255 内部支保工荷重 0.50 51
型枠自重 0.50 51 合 計 38.22 3,899
幅1m当たりの断面諸元は、以下の通りである
-------------- = -------------- = 24,000
5.1 設計条件5.1.1 荷重条件 - コンクリート kN/m3
- 作業荷重 kN/m2
- 型枠自重 kN/m2
- 内部支保工荷重 kN/m2
5.1.2 許容応力度許容曲げ/引張応力度
(N/mm2) (kgf/cm2) (N/mm2) (kgf/cm2)t 16mm≦
t 12mm≦
*許容たわみ量:普通の場合では2~3mm,外観が特に目立つ部分では1~2mm以内
5.1.3 ヤング率(N/mm2)
合板(t=12mm) (N/mm2)(N/mm2)
5.3 底型枠の検討t=
単管パイプ φ48.6x2.4 t=
t= L=
5.3.1 作用荷重 -下床版施工時荷重
(kN/m2) (kgf/m2)25.0x0.27
-側壁上床版施工時荷重
(kN/m2) (kgf/m2)
5.3.2 せき板の検討
bh2 1000 x 122
断面係数 :Z = (mm3/m)
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 10 of 3
6 6
-------------- = -------------- = 144,000 12 12
せき板(幅1m当たり)に作用する荷重は 9.25 (N/mm)
バタ材の間隔は、 300 せき板を等分布荷重の3径間連続梁として計算する
-------------- = 83,250 (N.mm)10
M
-------------- = 3.5 σa=16.1 OK ≦ ⇒Z
-------------- = 0.7 δa=3.0mm OK ≦ ⇒
348 3,830 93,200
バタ材の間隔は 300 mm バタ材(1本当たり)に作用する荷重
11.5 (N/mm) 支点となる大引き材の最大間隔は、 650 mmである。
-------------- = 605,569 (N.mm)8
M
-------------- = 158 σa=236 OK ≦ ⇒Z
wl -------------- = 3,727 (N)
2
-------------- = 16.1 (N) τa=134 OK ≦ ⇒A
-------------- = 1.4 δa=3.0mm OK ≦ ⇒
bh3 1000 x 123
断面二次モーメント:I = (mm4/m)
w = 9.25x1000/1000 = mmである。
wl2
曲げモーメント: M=
曲げ応力度 : σ= (N/mm2)
wl4
たわみ : δ= (mm)137.6EI
5.3.3 バタ材の検討 単管パイプ(φ48.6x2.4,STK 500)を使用する 断面積 :A= (mm2) 断面係数 :Z= (mm3) 断面二次モーメント:I= (mm4)
w = 38.2x300/1000 =
wl2
曲げモーメント: M=
曲げ応力度 : σ= (N/mm2)
せん断力 : S=
1.5S
せん断応力度 : τ=
5wl4
たわみ : δ= (mm)384EI
THE PROJECT FOR FLOOD PROTECTION AND DRAINAGEIMPROVEMENT IN THE MUNICIPALITY OF PHNOM PENH
(PHASE II)
Page 11 of 3
10,000
-------------- = -------------- = 166,667 6 6
-------------- = -------------- = 8,333,333 12 12
大引きの荷重分担幅dは、325 (mm)
大引き(1本当たり)に作用する荷重は、 12.42 (N/mm)
支点となる建枠の間隔は、 610
-------------- = 577,775 (N.mm)8
M
-------------- = 3.5 σa=13.2 OK ≦ ⇒Z
wl -------------- = 3,789 (N)
2
-------------- = 0.6 (N) τa=1 OK ≦ ⇒A
-------------- = 0.3 δa=3.0mm OK ≦ ⇒
5.3.4 大引きの検討 角材(□-100x100)を使用する 断面積 :A= bh = (mm2)
bh2 100 x 1002
断面係数 :Z = (mm3)
bh3 100 x 1003
断面二次モーメント:I = (mm4)
d=1/2x(800)=
w = 38.2x400/1000 = mmである。
wl2
曲げモーメント: M=
曲げ応力度 : σ= (N/mm2)
せん断力 : S=
1.5S
せん断応力度 : τ=
5wl4
たわみ : δ= (mm)384EI
支保工
25.0 2.50.50.5
材種 種別 仕様許容せん断応力度
鋼材SS 400 163 1663 93 949
STK 500 236 2407 134 1367
木材 べいまつ 13.2 135 1.0 10.2合板 16.1 164 1.0 10.2
木材(べいまつ) 8,800 5,500
鋼材 200,000
合板 12 mm 角鋼管 □-60x60x2.3 60 60 2.3 mm 角材 □-100x120 100 120 mm コンクリート厚 270 mm スパン 914 mm
種別 計算式荷重
コンクリート荷重 6.75 689 作 業 荷 重 2.50 255
合 計 9.25 943
種別 計算式荷重
コンクリート荷重 34.72 3,542 作 業 荷 重 2.50 255 内部支保工荷重 0.50 51
型枠自重 0.50 51 合 計 38.22 3,899
幅1m当たりの断面諸元は、以下の通りである
-------------- = -------------- = 24,000 6 6
-------------- = -------------- = 144,000
5.1 設計条件5.1.1 荷重条件 - コンクリート kN/m3
- 作業荷重 kN/m2
- 型枠自重 kN/m2
- 内部支保工荷重 kN/m2
5.1.2 許容応力度許容曲げ/引張応力度
(N/mm2) (kgf/cm2) (N/mm2) (kgf/cm2)t 16mm≦
t 12mm≦
5.1.3 ヤング率(N/mm2)
合板(t=12mm) (N/mm2)(N/mm2)
5.3 底型枠の検討t=
t= L=
5.3.1 作用荷重 -下床版施工時荷重
(kN/m2) (kgf/m2)25.0x0.27
-側壁上床版施工時荷重
(kN/m2) (kgf/m2)
5.3.2 せき板の検討
bh2 1000 x 122
断面係数 :Z = (mm3/m)
bh3 1000 x 123
断面二次モーメント:I = (mm4/m)
12 12
せき板(幅1m当たり)に作用する荷重は 9.25 (N/mm)
バタ材の間隔は、 300 せき板を等分布荷重の3径間連続梁として計算する
-------------- = 83,250 (N.mm)10
M
-------------- = 3.5 σa=16.1 OK ≦ ⇒Z
-------------- = 0.7 δa=3.0mm OK ≦ ⇒
517 9,440 283,000
バタ材の間隔は 300 mm バタ材(1本当たり)に作用する荷重
11.5 (N/mm) 支点となる大引き材の最大間隔は、 914 mmである。
-------------- = 1,197,372 (N.mm)8
M
-------------- = 127 σa=163 OK ≦ ⇒Z
wl -------------- = 5,240 (N)
2
-------------- = 15.2 (N) τa=93 OK ≦ ⇒A
-------------- = 1.8 δa=3.0mm OK ≦ ⇒
12,000
w = 9.25x1000/1000 = mmである。
wl2
曲げモーメント: M=
曲げ応力度 : σ= (N/mm2)
wl4
たわみ : δ= (mm)137.6EI
5.3.3 バタ材の検討 角鋼管(□-60x60x2.3,STK 400)を使用する 断面積 :A= (mm2) 断面係数 :Z= (mm3) 断面二次モーメント:I= (mm4)
w = 38.2x300/1000 =
wl2
曲げモーメント: M=
曲げ応力度 : σ= (N/mm2)
せん断力 : S=
1.5S
せん断応力度 : τ=
5wl4
たわみ : δ= (mm)384EI
5.3.4 大引きの検討 角材(□-100x120)を使用する 断面積 :A= bh = (mm2)
-------------- = -------------- = 240,000 6 6
-------------- = -------------- = 14,400,000 12 12
大引きの荷重分担幅dは、550 (mm)
大引き(1本当たり)に作用する荷重は、 21.02 (N/mm)
支点となる建枠の間隔は、 610
-------------- = 977,773 (N.mm)8
M
-------------- = 4.1 σa=13.2 OK ≦ ⇒Z
wl -------------- = 6,412 (N)
2
-------------- = 0.8 (N) τa=1 OK ≦ ⇒A
-------------- = 0.3 δa=3.0mm OK ≦ ⇒
bh2 100 x 1202
断面係数 :Z = (mm3)
bh3 100 x 1203
断面二次モーメント:I = (mm4)
d=1/2x(914+186)=
w = 38.2x550/1000 = mmである。
wl2
曲げモーメント: M=
曲げ応力度 : σ= (N/mm2)
せん断力 : S=
1.5S
せん断応力度 : τ=
5wl4
たわみ : δ= (mm)384EI