渡槽設(shè)計(jì)部分計(jì)算書

33渡槽設(shè)計(jì)任書33設(shè)計(jì)課題設(shè)計(jì)資料1)越長的低洼15m設(shè)及/sH=2.75m，校核水深為2.90m支承結(jié)構(gòu)采用剛架槽身及剛架均采用整體吊裝的2)級(jí)3)

用

為筋荷25KN/m3;2.5KN/m21.5KN/m2使計(jì)裂縫許

smax

Lmax

槽身縱向計(jì)算底板有抗裂求。槽身縱允許撓[f]=l]=ls0L0采設(shè)計(jì)要求1)2)3)附圖槽底高程(M)

洼地長（M）20.00M渠道進(jìn)口段

渠道進(jìn)口段5.00M

111m1111m1渡槽計(jì)算書一、力計(jì)算，定槽尺寸

14.2m

i=

率n=0.013，設(shè)底寬b=2.5m，

h=2.75m

A2.52.75m

Xb2h2.528

0.8591C6

16

75m2

/

Qi6.87575

15.11000

h=2.9m

Abh

Xb22.52

0.8731CR6m/0.013

1QACi75.20.8731000

m

二、槽計(jì)縱向受拉筋配筋計(jì)算滿槽水人群荷載）1力計(jì)算：（1、半槽(見下圖)每米長度的重g

g

g

RC

g

欄桿

橫桿

KN

g

橫桿

2.50.6

0.1

KN

m0.80.11.150.40.840.162

(0.32

2.82q水

Q2

k

2

V

0.52.91

KN

m

Q

113

m7m

P80.088

m(2)槽縱受時(shí)按支處

f'cfff'cfflm,ll5.88mnnlm0（MKSlKNM2、配筋計(jì)算：

f11.9c

mm

2

，

fy

mm

2不考做型梁：

300,'f

500

450mmH選為

a3610mm

b'定f

'mm

，

h'f

0.1

Tlbmm3'b12'6300mm

別形梁所屬類型

bKM1.15338KN

，h''hf

5003610m2

'f

400mm

min618和20ffE0min618和20ffE0

3386f'211.94003610cf0

0.054

120.0560.468b

A

'f

11.90.056

mm

A32070.3%bh3610

B算

y0

2b'A2bffE

1826

I0

'3f

bf

0

'f

E

Ay200Iy

277.5mm

得截面m

m

=1.50

0.73000

0.85

fWKNKNmtk0

Mm

2L2L0.85I1.2410

16

2B1015mm

2Mllf0011.76BKV

1.15301.51346.7KN0.7bh0.71.273610962.8KNt0槽身橫向算

111

框架內(nèi)力算側(cè)墻與底板為整體連接交但作包括人行道板自重,底板自重g側(cè)墻自重可略去不計(jì)

gk

γ

H，HP

g

1b2

1.050.1Q

1.050.3(2.50.12

8.79/的P為

w

H3.7KN/q

重

g

qq0.3136.5m2水

H=3700F

Q圖

2

側(cè)墻的配計(jì)算c=30mm,a=40mm,40260mm

，

260w

，w0.26b

，

1.15

，0.25fbh773.5KVc0max

KM6f11.9260

，

sf10000.036c0f

371.28mm

2

，

412（

實(shí)

452mm

12@200

(A565mmA

實(shí)

>

bh0.15%260

跨c=25mm,a=35mm,h=h-a=300-35=265mm,

KM1.1511.8fbh1000

’’10.0160.850.468b

fbf

10000.016300

168.2mm

2

bhmmmin0

2

bh397.5mm0

，選取

B

(A404mm)

為/m,/m128.42/m

te

AA2abte

0.7

sk

Mk0.87hA

126.7N/

max

c0.07

dte

0.21mmmax

3、底計(jì)算

a=35mm,c=25mm

a=40mm,c=30mmh260mm

'

c01c01Mh460mmNN作a46040側(cè)受壓，2'

KNebh2''y0

53100.358100035

2

0

'

bh0.15%2603900

選配

B12@280'實(shí)

/

0

，

f'''ys0fc0

103350225

0

bh0.15%390

B12@280

A算

te

AAA2abte

sk

A

325.4/

max

dc0.070.19te

a=35mm,

hah265mmw

hwb

47KN0.25fbh788.4KVc0max

KM126fbh11.910002650

110.850.468b

fbf

bhmm

B12@280（

A

54.05KN

0.7fbh265t0max3、橫計(jì)算

54.05KN

s=2.3m,

2.5110.35m

NR15.32.335.19ddg0.325KN/b

與組a=40mm,a’=35mm,M=4.5KN.m,N=35.19KNMhmmammN

,N在AsAs

'a'15035

00e

12815018

A'

KNefbh2f'a'

1.1510

18300225

bh0.15%260117mm0

2B10

(A'2

min

)

KNef''a'y0fc

193002

bh0.15%260117mm0

2B10

(A'

157mm

min

)0.726069.342KVt0max

40.5KN

與組合配筋計(jì)算：a=35mm,a=40mmM=1.21KN.m,

MhN

,N作與'e'40144.4

a0

A

y

KNe'a'0

1.153

88.54

2

bh117

'

y

'

KNe1.1510'3000

49.4mm

2''

bhbh0.15%300

A'

2B10

('157mm2實(shí)

min

)A

2B10

(A'157mm2實(shí)

min

)4、人道板計(jì)算l1.6

mm

，a=0.1m,

lamlm,n

,取

l1.7

g0.1252/

q2525KN

（（

M1.051.2qld25mm,a35

ha800

，

KMf11.96520

0.053

20.0540.85bf11.980065Acf300y

mm2bh78min0

2B10，實(shí)

）

B6@250三、架計(jì)算

20mm剛架縱向算度l取×15.25=10.675m.0

15.25m，兩立柱中心距為剛架頂部沿縱向100mm×100mm（）正常運(yùn)

p×l×

300500

lb

35.68

A1.15311.9500'c'y

'

0.6%

配4'1017

2重。、P2、P1=[1.55

0.1/2]

0.5

25=18.2KNP2=[0.35+1.150.1/2]0.5=28.9KNP3=[0.35.175+1.150.5+(0.7+0.5)為:+1.05×P+1.05××P11A1.15311.9500'c'y配4B18

'1017

2（當(dāng)一跨槽身吊裝完畢，而臨跨尚未吊裝的情況下，

201400002c0201400002c0由于N=N480.53kN/2=240.27kN，按剛架頂部反力1距0

×700=466.67mm。3bh=300mm×a=a，=h-30=470mm047015.730

300240.2710

1,

l0.010.01

1h0

2

1.312

1.3606.7mmh141000.5b

b

0.4hea826.72'

KNe10311.9300'a'30

筋率

'

min

mm

2

4，A'實(shí)

mm

2200h0c02200h0c0A

fh'A'c0yfy

N

11.90.161.153300873.8配B，

A'實(shí)

1017

受力設(shè)計(jì)值為××P+1.05×P=1121

，

=×33h=300mm500mma=ah—0，

h470015.7e3030

0

300240.2710

1,

l0.010.01

114000h0

l

2

1.312

1.3606.7mmh14100

按0.5b

b

0.4hea826.72'

KNe'a'

0.430030030

2

筋率

'

min

mm

2

418，

1’2233P1’2233P6.4KN'A'實(shí)s

mmfhf''KNc0fy

11.93004703009001.15240.2710300

3配B18，

A'實(shí)

1017

剛架橫向算

T

。力化為作用0TT

23

PP

力，H122T+T=0.350.5=9.5510TkN2T=0.35×5×3算。

剛架橫向力計(jì)算垂直對(duì)剛架不產(chǎn)將水對(duì)稱荷載只引起橫梁軸力反對(duì)剪力及軸力無剪力分計(jì)算。KNKNKN剛架橫向筋計(jì)算（M=81.7kN·52.1kN，軸為496.5kN。。×

1l2h101l2h10',a40030370

l1.0l5m

,l5000012.5h400

M81.7h×103N496.530

距=164.6mm計(jì)算0fAcKN

取1

l

0

15,取2

11400h0

0

1.25h111mm0

KN0.26fc0

96.22'600.336s

e

hea375.752A'

f'0

a

'

0

'

bh

取412

A實(shí)

'452mm（梁1梁2,1承

，2承受：b=400mmh=500mm

a500mm梁1配筋計(jì)算（按面m，Mh×101611N40.6

12.33

l0.52.5l8h400

取

=1

0.3e

，故按大偏心受壓構(gòu)件計(jì)算。

1.15?40.6?103f11.9?400?470x

9.40

'

aAA

f

y

a'

492mm

376mm

4B14

A實(shí)

'實(shí)

615mm

梁2配筋計(jì)算（按，M=93.2kN

KMfc0

b

f

bh0f

820min

bh376mm0

2

4B18

A實(shí)

wVkwVk

h470mm,wb0.25fbh=559.3KN>KVc

1050.7f167KN>KV