某框架辦公樓項目土建及裝飾分部分項工程量計算書

A.土建工程

A.1基數(shù)計算

序

項目及計算過程

號

1建筑總高度：H=12.05m

2室內外差，即室外地坪至標高±0.000的高度，H=450mm

3

A.2土石方工程

A.2.1土方工程

項

序項目目單

號計算式工程?

編碼名位

稱

01010平

1整m

4

00100場2

1地

ZJ1:2個，1700*3100

V清=1.9*3.3*1.3*2=16.302m3

V定=2.5*3.9*1.3*2=25.350m3

01010ZJ2:10個,4800*3200

挖

1V清=5.0*3.4*1.3*10=221m3m563.14

9土

00300V定=564.0*1.3*10=291.2m337

方

1ZJ3:4個，4400*2900

V清=4.6*3.1*1.3*4=74.152m3

V定=5.2*3.77.3*4=100.048m3

ZJ4:1個,3300*2200

V清=3.5*2.4*1.3=10.92m3

V定=4.1*3.0*1.3=15.99m3

ZJ5:1個,3200*6500

V清=3.4*67*1.3=29.614m3

V定=4.0*7.3*1.3=37.96m3

ZJ6:1個,5600*3600

V清=5.8*3.8*1.3=28.652m3

V定=6.4*4.4*1.3=36.608m3

ZJ7:4個,3800*2500

V清=4.0*27*1.3*4=56.16m3

V定=463.3*1.3*4=78.936m3

01010ZJ8:1-f,5900*5100

挖

1V清=6.1*5.3*1.3=42.029m3

9土

00300V定=676.0*1.3=52.26m3

方

1ZJ9:1個,6200*3900

V^=6.4*4.1*1.3=34.112m3

V定=7.0*471.3=42.77m3

ZJ10:1個,5700*3600

V清=5.9*3.8*1.3=29.146m3

V定=6.5*4.4*1.3=37.18m3

ZJ10:1個,5200*2800

V清=5.4*3.0*1.3=21.06m3

V定=6.0*361.3=28.08m3

挖溝槽工程■:

清單工程量:V=0.43*(3.38-1.47-0.1)*(1.65-0.45)=0.934m3

定額工程量:V=(0.13+0.3)*(3.38-1.47-0.4)*(1.65-0.45)

=0.779m3

1KL1(1A),250*700

B=0.25+2*0.1=0.45m,H=0.75-0.45+0.1=0.4m

V清二(6.58+1.68-1.73-0.1-1.78-0.1)*0.45*0.4=0.819m3

V定二(6.58+1.68-1.73-0.4-1.78-0.4)*(0.25+0.2+0.6)

*0.4=1.659m3

1KL2(1),250*700

B=0.25+2*0.1=0.45m,H=0.4m

V清二{[8.26-(2.58+0.1)*2]+8.26-2.58-0.1-1.99-0.1}

*0.4*0.45=1.672m3

挖

01010V定二{[8.26-(2.58+0.4)*2+8.26-2.58-0.4-1.99-0.4]}

基

1*0.4*1.05=3.146m3m

10礎6.823

003001KL3(2),250*5003

±

2B=0.25+2*0.1=0.45m?H=0.2m

方

V清二(7.7*4-5.89-0.2-6.04-0.2-6.19-0.2?5.94-0.2)*0.45

*0.2=0.535m3

V$=(30.8-24.06-0.8-0.3*8)*0.2*1.05=0.743m3

1KL4(1),250*700

B=0.25+2*0.1=0.45m?H=0.4m

V清二(8.26-2.33*2-0.2)*0.4*0.45=0.612rrP

V定二(8.26?2.33*2?0.2-0.6)*0.4。.05=1.176m3

1KL5(2),250*700

B=0.25+2*0.1=0.45m?H=0.4m

V清二(8.26-2.33?1.57-0.2)*0.4*0.45=0.749m3

V定二(8.26-2.33-1.57-0.2?0.6)*0.4*1.05=1.459m3

1KL6(10),250*400

B=0.25+2*0.1=0.45m?H=0.1m

V^=(46.5-1.18-0.1-1.53-0.1-2.9*2-0.4-3.2*7-14*0.4)*0.1

*0.45=0.612m3

V定二(46.5?1.18-0.4-1.53-0.4-2.9*2-0.4-1.2-3.2*7-14*0.1

-14*0.3)*0.1*1.05=0.797m3

1KL7(10),250*550

B=0.25+2*0.1=0.45m?H=0.25m

V清二(46.5-4.73-0.1*4?3.2*3?0.6?2.21".56-3.9-0.2-3.6

-0.2-2.9-0.2-1.47)*0.25*0.45=1.68rrP

V定二(16.53-0.7-15*0.4)*0.25*1.05=2.659m3

1KL8(1),300*500

挖B=0.25+2*0.1=0.45m?H=0.2m

01010

基V)s=(1.12-0.2)*0.5*0.2=0.092m3

1

10礎V定二(1.12-0.8)*0.2*1.1=0.07m3

00300

±1KL9(1),250*450

2

方B=0.25+2*0.1=0.45m,,H=0.15m

V清二0m3

V定=0m3

1KL10(1),250*400

B=0.25+2*0.1=0.45m?H=0.0m

V清二(3.96-1.3*2?0.2)*0.1*0.45=0.052m3

V定二(1.36?0.2?0.6)*0.1*1.05=0.059m3

1LL1(1)與1LL2(1),250*300

B=0.25+2*0.1=0.45m?H=0.1m

V清二0m3

V定二OrrP

挖基礎土方匯總：

清單工程量:V清=563.147+6.823=569.97m3

定額工程量：V定=746.328+11.768=758.15m3

A.2.2土方回填

項

序項目目單

計算式工程量

號編碼名位

稱

房室內土方回填工程?=主墻間凈面積*回填厚度

心回填厚度=0.45-0.138=0.312m

±

010103m=164.39

11±V=[(46.5-0.24)*(10.68-0.12)+(3.96-0.24)*(5.28-0.12)*2]*0.312=1

nninni3o

方64.392m3

回

填

基基礎土方回填量=挖土方量-室外地坪下構建所占體積

礎清單工程量V清=569.974253.661+43.319+4.858+23.63+8.055)

010103土=236.447m3m

12236.447

001002方定額工程量：V定=758.15-333.523=457.293m33

回

填

余余土外運（余士運距〈5KM）

010103±清單工程量：V清=569.97-164.392-236.447=169.131m3m

13169.131

001003外定額工程量：V定=758.15-164.392-457.293=136.465m33

運

A.3現(xiàn)澆混凝土工程

A.3.1現(xiàn)澆混凝土獨立基礎

項目項目單

序號計算式工程?

編碼名稱位

獨基混凝土體積：必;相應模板工程量:S1

墊層混凝提體積：V"相應模板工程■:S2

ZJ1:2個

V1=(1.7*3.1*0.45+1.1*2.5*0.45)*2=7.218m3

Si=[(17+3.1)*0.45+(1.1+2.5)*0.45]*2=15.12m2

V2=(1.7+3.1)*(3.1+0.2)*0.1*2=1.254m3

S2=(1.9*0.1+3.3*0.1)*2*2=2.08m2

ZJ2:10個

Vi=(4.8*3.2*0.45+2.8*2.2*0.45)*10=96.84m3

Si=[(4.8+3.2)*0.45+(2.8+2.2)*0.45]*10*2=117m2

3

V2=(4.8+0.2)*(3.2+0.2)*0.1*10=17m

2

S2=[(4.8+0.2)*0.1+(3.2+0.2)*0,1]*2*10=16.8m

獨立基ZJ3:4個

礎（混凝Vi=(4.4*2.9*0.45+2.6*1.7*0.45)*4=30.294m3

土強度Si=[(4.4+2.9)*0.45+(2.6+1.7)*0,45]*4*2=41.76m2

010

等級為V2=(4.4+0.2)*0.1*(2.9+0.2)*4=5.704m3

401m

14C25；墊S2=[(4.4+0.2)*0.1+(2.9+0.2)*0.1]*2*4=6.16m2253.661

0023

層采用ZJ4:1個

001

C1混凝Vi=3.3*2.2*0.45+3.0*1.4*0.45=5.157m3

±,100Si=[(3.2+2.2)*0.45+(3.0+1.4)*0.45]*2=8.19m2

mm厚）V2=(3.3+0.2)*0.1*(2.2+0.2)=0.84m3

S2=[(3.3+0.2)*0.1+(2.2+0.2)*0.1]*2=1.18m2

ZJ5:1個

Vi=3.2*6.5*0.45+2*5*0.45=13.86m3

Si=[(3.2+6.5)*0.45+(2+5)*0.45]*2=15.03m2

V2=(3.2+0.2)*(6.5+0.2)*0.1=2.278m3

S2=[(3.2+0.2)*0.1+(6.5+0.2)*0.1]*2=2.02m2

ZJ6:1個

Vi=5.6*3.6*0.45+4.6*2.6*0.45=14.454m3

Si=[(5.6+3.6)*0.45+(4.6+2.6)*0.45]*2=14.76m2

V2=(5.6+0.2)*0.1*(3.6+0.2)=2.204m3

S2=[(5.6+0.2)*0.1+(3.6+0.2)*0.1]*2=1.92m2

ZJ7:4個

Vi=3.8*2.5*0.45+2.1*1.8*0.45=5.693*4=22.77m3

Si=[(3.8+2.5)*0.45+(2.1+1.5)*0.45]*2*4=35.64m2

3

V2=(3.8+0.2)9*(2.5+0.2)*0.1*4=4.32m

S2=[(3.8+0.2)*0.1+(2.5+0.2)*0.1]*2*4=0.864m2

ZJ8:1個

Vi=5.9*5.1*0.45+5.5*3.7*0.45=22.698m3

Si=[(5.9+5.1)*0.45+(5.5+3.7)*0.45]*2=18.18m2

V2=(5.9+0.2)*(5.1+0.2)*0,1=3.233m3

S2=[(5.9+0.2)*0.1+(5.1+0.2)*0.1]*2=2.28m2

ZJ9:1個

Vi=6.2*3.9*0.45+4.7*2.4*0.45+1.1*0.31*0.45=16.11m3

獨立基

Si=[(6.3+3.9)*0.45+(4.7+2.4)*0.45]*2+1.1*0.45+0.31

礎（混凝

*0.45*2=16.344m2

土強度

010V=(6.2+0.2)*(3.9+0.2)*0.1=2.624m3

等級為2

401S2=[(6.2+0.2)*0.1+(3.9+0.2)*0.1]*2=2.1m2

14C25;墊

002ZJ10:1個

層采用

001Vi=5.7*3.6*0.45+4.5*2.4*0.45+0.21*1.1*0.45

C1混凝

=14.198m3

±,100

Si=[(5.7+3.6)*0.45+(4.5+2.4)*0.45]*2+1.1*0.45+

mm厚）

0.21*0.45*2=15.264m2

V2=(5.7+0.2)*(3.6+0.2)*0.1=2.242m3

S2=[(5.7+0.2)*0.1+(3.6+0.2)*0.1]*2=1.94m2

ZJ11:1個

Vi=5.2*2.8*0.45+4.0*1.6*0.45=9.432m3

Si=[(5.2+2.8)*0.45+(4.0+1.6)*0.45]*2=12.24m2

V2=(5.2+0.2)*(2.8+0.2)*0.1=1.62m3

S2=[(5.2+0.2)*0.1+(2.8+0.2)*0,1]*2=1.68m

匯總：

C25:Vi=253.661m3,Si=310.248m2

2

C10:V2=43.319m3,S2=39.024m

A.3.2現(xiàn)澆混凝土框架基礎梁

項目項目單

序號計算式工程量

編碼名稱位

條基混凝土體積：必;相應模板工程■:S1

墊層混凝提體積：V"相應模板工程■:S2

1KL1(1A):250*700

框架基

礎梁（混Vi=0.25*0.4*(2.42+1.68+6.58-0.38-0.5-0.2)*2=3.36m3

凝土強

Si=19.2*0.7*2=26.88m2

010度等級

401為C25,V=19.2*0.45*0.1=0.864m3

2m

15001墊層采23.65

3

400用C10S2=192*0,1*2=3.84m2

1混凝土，

1KL2(2):250*700

厚

100mmVi=(6.58+1.68-0.48*2)*3*0.25*0.7=3.833m3

）

Si=21.9*0.7*2=30.66m2

V2=21.9*0.45*0.1=0.986m3

S2=21.9*0.1*2=4.38m2

1KL3(2):250*500

Vi=(2.42+5.28-0.28-0.25-0.4-0.5)*2*0.25*0.5=1.63m3

S1=6.52*2*0,5*2=13.04m2

V2=13.04*0.45*0.1=0.587m3

S2=13.04*0.1*2=2.608m2

1KL4(2):250*700

Vi=(6.58+1.68-0.38*2)*0.25*0.7=1.313m3

Si=7.5*0.7*2=10.5m2

V2=7.5*0.45*0.1=0.338m3

S2=7.5*0.1*2=1.5m2

1KL5(2):250*700與250*450

Vi=7.5*0.25*0.7+(2.42+0.4+0.12)*0.25*0.45=1.527m3

Si=7.5*0.7*2+1,9*0.45*2=12.21m2

V2=7,5*0.45*0.1+1.9*0.45*0.45=0.723m3

S2=7.5*0.1*2+1.9*0.1*2=1.88m2

1KL6(10):250*400

Vi=(46.5-0.4*11)*0.25*0.4=4.21m3

Si=42.1*0.4*2=33.68m2

V2=42.1*0.45*0.1=1.895m3

S2=42.1*0.1*2=8.42m2

框架基

礎梁（混1KL7(10):250*550

凝土強

Vi=42.1*0.25*0.55=5.789m3

010度等級

401為C25,Si=42.1*0.55*2=46.31m2

15001墊層采

400用C10V2=42.1*0.45*0.1=1.895m3

1混凝土，

S=42.1*0.1*2=8.42m2

厚2

100mm

1KL8(1):300*500

)

Vi=2.9*0.3*0.5=0.435m3

S2=5.78*0.1*2=0.556m2

JQL:

V=0.24*0.63*5.21=0.375m3

框架基S=5.21*0.3*2=3.126m2

礎梁（混

1-1:(素混凝土)

凝土強

度等級

V=0.6*0.4*(3.38-0.23+0.12)=0.785m3

為C25,

15墊層采S=3.027*0.4*2=2.616m2

用C10

混凝土，

厚

匯總硬:

100mm

）

C25:V1=23.65m3,Si=191.34m2

2

C10:V2=8.055m3,S2=33.584m

匯總素磴:

C25:V=0.785m3,S=2.616m2

A.3.3現(xiàn)澆混凝土柱

項目項目單

序號計算式工程?

編碼名稱位

KZ1:1個，400*500

V=0.4*0.5*4.6=0.92m3

S=(0.4+0.5)*2*4.6=8.28m2

KZ2:1個，400*500

V=0.4*0.5*4.6=0.92m3

S=(0.4+0.5)*2*4.6=8.28m2

KZ3:1個，400*500

V=0.4*0.5*4.6=0.92m3

S=(0.4+0.5)*2*4.6=8.28m2

KZ4:1個，400*500

V=0.4*0.5*4.6=0.92m3

標高

S=(0.4+0.5)*2*4.6=8.28m2

-0.75m

KZ5:6個，400*600

010V=0.4*0.6*4.6*6=6.624m3

+3.85m

402S=(0.4+0.6)*2*4.6*6=55.2m2m

16的框架32.722

001KZ6:3個，400*6003

柱（混凝

001V=0.4*0.6*4.6*3=3.312m3

土強度

S=(0.4+0.6)*2*4.6*3=27.6m2

等級為

KZ7:2個，400*600

C30）

V=0.4*0.6*4.6*2=2.208m3

S=(0.4+0.6)*2*4.6*3=18.4m2

KZ8:2個,1200*300

V=1.2*0.3*4.6*2=3.312m3

S=(1.2+0.3)*2*4.6*2=27.6m2

KZ9:4個，350*400

V=0.35*0,4*4,6*4=2.576m3

S=6.9*4=27.6m2

KZ10：4個，350*400

V=0.35*0.4*4.6*4=2.576m3

S=6.9*4=27.6m2

KZ11：1個,400*600

V=0.4*0.6*4.6=1.104m3

S=(0.4+0.6)*2*4.6=9.2m2

KZ12：1個，400*600

V=0.4*0.6*4,6=1.104m3

S=(0.4+0.6)*2*4.6=9.2m2

KZ13:1個，400*600

V=0.4*0.6*4,6=1.104m3

S=(0.4+0.6)*2*4.6=9.2m2

KZ14:1個，400*500

V=0.4*0.5*4.6=0.92m3

標高

S=(0.4+0.5)*2*4.6=8.28m2

-0.75m

KZ15：1個,400*500

010V=0.4*0.5*4.6=0.92m3

+3.85m

402S=(0.4+0.5)*2*4,6=8.28m2

16的框架

001KZ16:1個,400*500

柱（混凝

001V=0.4*0.5*4,6=0.92m3

土強度

S=(0.4+0.5)*2*4.6=8.28m2

等級為

KZ17：1個,400*500

C30

V=0.4*0.5*4.6=0.92m3

S=(0.4+0.5)*2*4.6=8.28m2

KZ18:1個，350*400

V=0.35*0.4*4.6=0.644m3

S=6.9m2

TZ:4個，250*350

V=0.25*0.35*(0.05+1.95+0.25)*4=0.798m3

S=(0.05+1.95-0.1)*(0.25+0.35)*2*4=9.12m2

J匚總：C30:V=32.722m3;S=293.86m2

標高-0.75m~?0.45m柱稅：V=2.082m3

標高?0.75m~?0.05m柱稅：V=4.858m3

KZ1:1個，400*500

V=(23.35-3.85)*0.4*0.5=3.9m3

S=(0.4+0.5)*2*(23.35-3.85)=35.1m2

KZ2:1個,400*500

標高

V=(23.35-3.85)*0.4*0,5=3.9m3

+3.85m

S=(0.4+0.5)*2*(23.35-3.85)=35.1m2

KZ3:1個,400*500

+23.35

V=(23.35-3.85)*0.4*0,5=3.9m3

m(+25.

010S=(0.4+0.5)*2*(23.35-3.85)=35.1m2

8m,+26.

402KZ4:1個,400*500m

17335m,+136.845

001V=(23.35-3.85)*0.4*0,5=3.9m33

28.00m)

002S=(0.4+0.5)*2*(23.35-3.85)=35.1m2

的框架

KZ5:6個,400*500

柱(混凝

V=(23.35-3.85)*0.4*0.5*6=23.4m3

土強度

S=(0.4+0.5)*2*(23.35-3.85)*6=210.6m2

等級為

KZ6:3個,400*500

C25)

V=(23.35-3,85)*0.4*0,5*3=11.7m3

S=(0.4+0.5)*2*(23.35-3.85)*3=105.3m2

KZ7:2個，400*500

V=(23.35-3.85)*0.4*0.5*2=7.8m3

S=(0.4+0.5)*2*(23.35-3.85)*2=70.2m2

KZ8:2個,1200*300

V=(28-3.85)*1.2*0.3*2=17.388m3

S=(28-3.85)*2*(1.2+0.3)*2=144.9m2

KZ9:4個,350*400

V=(26.35-3.85)*0.35*0.4*4=12.6m3

S=(0.35+0.4)*2*(26.35-3.85)*4=135m2

KZ10:4個,350*400

V=(26.35-3.85)*0,35*0.4*4=12.6m3

S=(0.35+0.4)*2*(26.35-3.85)*4=135m2

KZ11:1個，400*500

V=(23.35-3.85)*0.4*0.5=3.9m3

S=(0.4+0.5)*2*(23.35-3,85)=35.1m2

KZ12:1個，400*500+250*250

V=(23.35-3.85)*0.4*0.5+(26.35-23.35)*0.25*0.25

=4.088m3

標高S=35.1+3*2*(0.25+0.25)=38.1m2

+3.85mKZ13:1個，400*500+250*250

V=(23.35-3.85)*0.4*0.5+(26.35-23.35)*0.25*0.25

+23.35=4.088m3

m(+25.S=35.1+3*2*(0.25+0.25)=38.1m2

010

8m,+26.KZ14:1個,400*500

402

17335m,+V=(23.35-3.85)*0.4*0.5=3.9m3

001

28.00m)S=(0.4+0.5)*2*(23.35-3.85)=35.1m2

002

的框架KZ15:1個,400*500

柱(混凝V=(23.35-3.85)*0.4*0.5=3.9m3

土強度S=(0.4+0.5)*2*(23.35-3.85)=35.1m2

等級為KZ16:1個,400*500

C25)V=(25.8-3.85)*0.4*0.5=4.39m3

S=(25.8-3.85)*2*(0.4+0.5)=39.51m2

KZ17:1個,400*500

V=(25.8-3.85)*0.4*0.5=4.39m3

S=(25.8-3.85)*2*(0.4+0.5)=39.51m2

KZ18:1個,350*400

V=(25.8-3.85)*0.35*0.4=3.073m2

S=(25.8-3.85)*2*(0.35+0.4)=32.925m2

LZ1:1個,250*250

V=(26.35-23.35)*0.25*0.25=0.188m3

S=3*2*(0.25+0.25)=3m2

TZ1:4個,250*350

V=(1.95+0.25)*5*0.25*0.35*4=3.84m3

S=(1.95-0.1)*(0.25+0.35)*5*2*4=44.31m2

匯總：

C25:V=136.845m3,S=1282.155m2

構造柱1.軸號1、2、8、14上各一個，H=19?25m,240*240,一字型,

010

（混凝4個

402m

18土強度V=(0.24+0.06)*0.24*(3.2*5+3.25)*4=5.54"18.386

0013

等級為S=(0.24+0.06*2)*(3.2*5+3.25)*2*4=55.44m2

003

C25）

2.軸號15上一個，H=19.5m,240*240,一字型,1個

V=(0.24+0.06)*0.24*(3.25*6)=1.404m3

S=(0.24+0.06*2)*(3.25*6)*2=14.04m2

3.軸號4,10上個一個，H=16m,240*240,一字型，2個

V=(0.24+0.06)*0.24*3.2*5*2=2,304m3

S=(0.24+0.06*2)*3.2*2*5*2=12.6m2

4.走廊欄桿處,H=1.0m,一字型,120*240,72個(5層，

每層12個)

V=0.12*(0.24+0.06)*1*12*5=2.160m3

S=(0.24+0.06*2)*2*12*5=43.2m2

5.走廊欄桿處，L形，H=3.9-0.45=3.45m,240*240,6個

V=(0.24+0.03)*0.24+0.24*0.03*3.45*6=1.49m3

構造柱S二(0.24+0.06)*2*0.35*6=12.42m2

010

（混凝6.女兒墻處，一字型，H=0.84m,240*240,24個

402

18土強度V=0.24*(0.24+0.06)*0.84*24=1.452m3

001

等級為S=(0.24+0.06*2)*2*0.84*24=14.515m2

003

C25)7.女兒墻處,L形，H=0.84m,240*240,1個

V={(0.24+0.03)*0.24+0.24*0.03}*0.84=0.059m3

S=(0.21+0.06*2)*2*0.84=0.605m2

8.屋頂層11和12軸之間樓梯轉角處，L形，240*240,

H=3.1m,2個

V={(0.24+0.03)*0.24+0.24*0.03}*3.2*2=0.446m3

S=(0.24+0.06*2)*2*3.1*2=4.464m2

9.C1窗下的,一字型,H=0?9+0?05?0?08=0.87m,52個

V=(0.24+0.06)*0.24*0.87*52=3.527m3

S=(0.24+0.06*2)*2*0.87*52=32.573m2

匯總：

C25:V=18.386m3,S=189.857m2

A.3.4現(xiàn)澆混凝土框架梁

序項目項目單

計算式工程量

號編瑪名稱位

2KL1(1):250*400

V=(3.96-0.23*2)*0.25*(0.4-0.1)*2=0.525m3

S=0.(525/0.25)*2=4.2m2

2KL2(2):250*700與250*450

V=(8.26-0.38*2)*0.25*(0.7-0.15)+(2.42-0.32)*0.25*

(0.45-0.10)=1.309m3

矩形梁S=(1.309*0.25)*2=10.472m2

（二層2KL3(1A):250*700與250*450

010405m

19梁，混凝V=(8.26-0.38*2)*0.25*(0.7-0.115)+(2.42-0.32)*0.2527.063

0010013

土為*(0.45-0.115)=1.273m3

C25）S=(1.273-0.25)*2=10.182m2

2KL4(1A):250*650與250*550/450

V=(8.26-0.38*2)*0.25*(0.65-0.13)+(2.42-0.32)*[

3

0.25*(0.45-0.1)+0.25*(0.55-0.1)+A/(SiS2)]/3=1.403m

S=(1.403/0.25)*2=11.221m2

2KL5(1A):250*7000與250*550/450

V=(8.26-0.48*2)*0.25*(0.75-0.13)+(2.42-0.32)*[