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(3.829+0.35-0.035)=19.22m
号筋:
(2.6+0.035)+21.5/180×
(5.2+0.035)×
(1.2+0.035)×
(3.829+0.035)=17.68m
17.58+19.22=36.9m
计算
复核
审核
日期
环数:
193.946/0.15+1=1294环
总长:
1294×
36.9=47748.6m
总重:
36.9×
2.468=117843.5Kg
号筋HRB400Φ14@150mm:
36.9/0.15+1=247根
247×
193.946=47905m
1.21×
47905=57932.5Kg
号筋HPB300Φ8环@150mm纵@300mm:
每根长:
0.244+0.124×
2=0.492m
根数:
(19.22/0.15+1)×
(193.946/0.3+1)=83463根
0.492×
83463=41063.8m
41063.8×
0.395=16220.2Kg
四、超前支护
1、Φ42超前小导管:
(6.8/0.4+1)×
3×
(193.946/1.6+1)=6588m
2、水泥砂浆(按图纸设计量):
0.7×
193.946=135.76m3
五、初期支护
1、C25网喷砼:
(36.32-30.17)×
193.946=1192.8m3
2、R32N自钻式锁脚锚杆:
(193.946/0.8+1)×
4=2916m
3、钢筋网片Φ6.5@0.2×
0.2
(19.55+21.43)×
(193.946/0.2+1)+193.946×
((19.55+21.43)/0.2+1)=79745m=20788Kg
4、格栅钢架:
每榀钢架数量:
号筋HRB400Φ22:
(3.42×
3+3.711×
2+3.852)×
2=43.1m
43.1×
2.987=128.62Kg
(3.213×
3+3.485×
2+3.682)×
2=40.6m
40.6×
2.987=121.2Kg
号筋HPB300Φ12:
(21.5/0.4)×
0.584×
2=64.24m
64.24×
0.889=57.1Kg
(21.5/0.2)×
0.242+19.6/0.2×
0.242=50.4m
50.4×
0.889=44.8Kg
号筋HPB300Φ10:
[21.5/0.2]×
1.008=110m
110×
0.617=67.8Kg
L100×
80×
8角钢需求量:
6×
4×
0.248=5.952m
M22×
70螺栓:
4=24套
小计:
标准段I类数量:
193.946/0.8+1=244榀
128.62×
244=31383.3Kg
121.2×
244=29572.8Kg
57.1×
244=13932.4Kg
44.8×
244=10931.2Kg
67.8×
244=16543.2Kg
0.248×
244×
10.946=15896.7Kg
24×
244=5856套
六、初支背后注浆
1、Φ42钢花管(δ=3.5mm):
按照梅花形布置,每环钢花管分别为8根和7根。
193.946/1=195环
(98×
8+97×
7)×
1=1463m
2、水泥砂浆:
0.5×
193.946=96.97m3
七、隧道填充
1、C20砼:
1.14×
193.946=221.1m3
八、二衬背后注浆(按图纸设计量):
0.3×
193.946=58.18m3
67.079=2582.5m3
193.946=143.5m3
67.079=436m3
17.68+19.22=36.9m
67.079/0.15+1=448环
448×
19.22=8610.6m
8610.6×
2.468=21250.9Kg
17.68=7920.6m
7920.6×
2.468=19548.1Kg
36.9/0.15=247根
67.079=16568.5m
16568.5=20047.9Kg
(67.079/0.15+1)=29025根
29025=14280.3m
14280.3×
0.395=5640.7Kg
(6.8/0.3+1)×
(67.079/1.2+1)×
3=4104m
2、水泥砂浆:
67.079=46.96m3
67.079=412.5m3
(67.079/0.6+1)×
4=1356m
3、钢筋网片:
(69.079/0.2+1)+69.079×
(19.55+21.43)/0.2+1)=28450.33m
钢筋重:
28450.33×
0.261=7425.5Kg
每榀钢架数量
10.946=65.2Kg
标准段2类数量:
67.079/0.6+1=113榀
113=14534.1Kg
113=13695.6Kg
113=6452.3Kg
113=5062.4Kg
113=7661.4Kg
113×
10.946=7367.6Kg
113=2712套
67.079/1=68环
(34×
8+34×
1=510m
67.079=34.54m3
1、C20砼:
67.079=76.5m3
八、二衬背后注浆:
67.079=20.12m3
射流风机扩大段
一、土方开挖:
(56.70+2.68)×
24=1430.4m3
26.8×
24=64.4m3
(48.9-39.4)×
24=228m3
号筋HRB400Φ22@150mm:
24.6m
号筋HRB400Φ22@150mm:
22.8m
24/0.15+1=161环
161×
24.6=3960.6m
3960.6×
2.987=11830.3Kg
22.8=3670.8m
3670.8×
2.987=10964.7Kg
号筋HRB400Φ16@150mm:
(24.6+22.8)/0.15+1=316根
316×
24=7584m
1.58×
7584=11982.7Kg
0.292+0.125×
2=0.542m
(24.6/0.15+1)×
(161/2+1)=13530根
0.542×
13530=7333.3m
7333.3×
0.395=2896.7Kg
(10.3/0.3+1)×
24/1=2520m
1.0×
24=24m3
(56.7-48.9)×
24=187.2m3
(24/0.5+1)×
8=1176m
[(26.84+24.96)/0.2+1]×
24+(24/0.2+1)×
(26.84+24.96)=12507.8m
12507.8×
0.261=3260.6Kg
(5.18+3.91×
2+4.11×
2+5.78)×
2=54m
54×
2.987=161.3Kg
(4.98+3.7×
2+3.88×
2+5.61)×
2=51.5m
51.5×
2.987=153.8Kg
(27.1/0.4)×
2=80.6m
80.6×
0.889=71.7Kg
(27.1/0.2)×
0.242+(25.2/0.2)×
0.242=63.9m
63.9×
0.889=56.8Kg
[27.1/0.2]×
1.008=138.1m
138.1×
0.617=85.3Kg
扩大段数量:
24/0.5+1=49榀
161.3×
49=7903.7Kg
153.8×
49=7536.2Kg
71.7×
49=3513.3Kg
56.8×
49=2783.2Kg
85.3×
49=4179.7Kg
65.2×
49=3194.8Kg
49=1176套
按照梅花形布置,每环钢花管分别为11根和10根。
24/1=25环
(13×
11+12×
10)×
1=263m
3、水泥砂浆:
0.8×
24=19.2m3
3.63×
24=87.2m3
24=12m3
喷锚构筑法隧道终点端墙
一、C35P12砼:
(未算完)
30.2×
1=30.2m3
二、钢筋:
端墙面积折算为标准正方形面积求得边长为为5.5m
号筋HRB400Φ28@150mm
(5.5+0.3×
2)×
(5.5/0.15+1)×
2=463.6m
463.6×
4.838=2242.9Kg
号筋HPB300Φ12@300mm@300mm
(5.5/0.3+1)×
(0.92+0.15×
2)=488m
488×
0.89=434.32Kg
总计:
7466.9+2582.5+1430.4=11479.8m3
二、超挖回填(C20):
415+143.5+64.4=622.9m3
三、二次衬砌:
Φ284485.8kg
Φ2211830.6kg
Φ20117843.5+40799=158642.5kg
Φ1611982.7kg
Φ1477980.4kg
Φ824757.6kg
四、超前支护:
Φ42超前小导管6588+4104+2520=13212m
水泥砂浆135.76+46.96+24=206.72m3
五、初期支护:
C25网喷砼1192.8+412.5+187.2=1792.5m3
锁脚锚杆2916+1356+1176=5448m
Φ6.520788+7425.5+3260.6=31474.1kg
格栅钢架
Φ2260956.1+28229.66+15439.9=104625.66kg
Φ1224863.6+11514.7+6296.5=42674.8kg
Φ1016543.2+7661.4+4179.7=28384.3kg
角钢15896.7+7362.02+3194.8=26453.52kg
螺栓5856+2712+1176=9744套
六、初支背后注浆:
Φ42花管1463+510+263=2236m
砂浆96.97+34.54+19.2=150.71m3
七、隧道填充(C20):
221.1+76.5+87.2=384.8m3
58.18+20.12+12=90.3m3