某水池计算书
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XXXXXXXXXX工程
XXX池结构设计计算书
一、工程概况及设计参数:
1. XX滤池平面总尺寸为155.4x23.9M2。池外设计地坪高程北面为1953.50米,南面
平均为1950.50米,滤池底板顶面高程为1949.72米,池壁顶面高程为1954.02米,其中溢流孔底高程为1953.60米(即滤池深4.3M,计算水深为3.8M,北面埋深3.78M)出水沟底高程为1948.12米。供设变形缝4条共分为5块(控制室为单独1块),每
2
块分为4格,每格池内净空平面尺寸为8 x 15 M,工艺要求每格可单独清洗、检修。 2. 通长管廊分两层(柱开间为8.25、8.3M,进深方向柱轴线尺寸为5.1M),底板顶面
高程为1946.32米,埋深为4.48M,壁板顶面与二层楼面平高程为1955.00米(第一层层高为8.68M),屋面高程为1958.30米(第二层层高为3.3M)。
3. 操作间柱网开间尺寸为7.05、6.6、7.05进深尺寸为5.1、7.9、7.45,操作间控制室
壁板内边净空尺寸为20.4 x 20.15 M2,分为两层,底板顶面高程为1945.32米,埋深为5.48M,二层楼面平高程为1956.10米(第一层层高为10.78M),屋面高程为1960.60米(第二层层高为4.5M)。
4. 天然场地地面高程为1955.4~1965.6米,由于勘察单位不能提供可能出现的最高地
下水位高程,最高地下水位高程为假定为1948.00米,采用底板下满堂作碎石反滤层且加盲沟来解决排水问题。
5. 本工程抗震设防烈度为八度,远震。框架抗震等级为三级。场地土类别为2。 二、结构选型及材料选用:
1. 混凝土:
管廊及控制室上部结构采用框架结构,池体采用C25级配防水混凝土,防水混凝土抗渗标号为S6,上部结构采混凝土强度等级均为C25。 填充混凝土:C10。 2. 填充墙采用:
标砖Mu10,砂浆M5混合砂浆。
三、设计使用规范、手册、标准图集:
1.
四、计算部分:
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1. 池壁计算:(土内摩擦角埋深<5M时φ=26,埋深>5M时φ=20)
滤池部分:
(1) 外壁板(靠斜坡处):
q1 = 1×tg2[45-(φ/2)] = 0.39 t/m2 q2 = q1+1.78×2×tg2[45-(φ/2)] = 0.39+1.39= 1.78 t/m2
q3 = q2+ 2.0×1×tg2[45-(φ/2)]+2×1 = 1.78+0.78+2.0 = 4.56 t/m2 内力计算:
M = (1/2)×q1×L2+(1/2)×(q2-q1)×c×b+(1/2)×(q2-q1)×l2
+ (1/6)×(q3-q2)×l2
= (1/2)×0.39×3.782+(1/2)×(1.78-0.39)×1.78×2.6 +(1/2)×(1.78-0.39)×2.02+(1/6)×(4.56-1.78)×2.02 = 2.79+3.22+2.78+1.854
= 10.644 tm (不包括走道板传来弯距)
壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ18@100 [11.49 tm] 内力计算: β= 4.08/4.55 = 0.9 , Ra1 = (4-β)×(q1×b3)/(8×L2) = 0.5 Ra2 = 1.403 Mmax = Ra1×[a+(Ra1/2/q1)]+2.21 = 0.56+2.21
= 2.77 tm (不包括走道板传来弯距)
壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ14@200 [3.69 tm] M = (2-β)2×q1×b2/8+5.17 = 0.982+5.17
= 6.15 tm (不包括走道板传来弯距)
壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ14@100 [7.52 tm]
(2) 外壁板(管廊处): q1 = 1×tg2[45-(φ/2)] = 0.39 t/m2
q2 = q1+1.32×2×tg2[45-(φ/2)] = 0.39+1.03 = 1.42 t/m2
q3 = q2+ 2.5×1×tg2[45-(φ/2)]+2.5×1 = 1.42+0.975+2.5 = 4.9 t/m2 内力计算:
M = (1/2)×q1×L2+(1/2)×(q2-q1)×c×b+(1/2)×(q2-q1)×l2
+ (1/6)×(q3-q2)×l2
= (1/2)×0.39×4.482+(1/2)×(1.42-0.39)×1.98×3.16 +(1/2)×(1.42-0.39)×2.52+(1/6)×(4.9-1.42)×2.52 = 3.914+3.23+3.22+3.625 = 13.989 tm 壁板厚取:400mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ20@100 [15.97 tm] 内力计算: q1 =0.39 t/m2 q2 = 1.42 t/m2 q3 = 4.9 t/m2
β= 4.78/8.93 = 0.54 , Ra1 = (4-β)×(q1×b3)/(8×L2) = 0.231 Ra2 = 0.69 Mmax = Ra1×[a+(Ra1/2/q1)]+3.42
= 1.0271+3.42 = 4.45 tm 壁板厚取:400mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ14@200 [4.97 tm] M = (2-β)2×q1×b2/8+10.97 = 2.3743+10.97
= 13.35 tm (不包括走道板传来弯距)
壁板厚取:400mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ20@100 [15.97 tm]
角隅弯矩:0.108×4.9×4.482 = 10.622 tm 壁板厚取:400mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ14@100 简化按受2/3非齐顶三角形荷载的双向板计算: q1 =0.39 t/m2 q2 = 4.9 t/m2 Lx/Ly = 1
Mx max = 0.0117×4.9×8.352 = 4 tm
壁板厚取:400mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ14@200 [6.43 tm]
MOx = 0.0305×4.9×8.352 = 10.42 tm
壁板厚取:400mm,保护层厚:30mm,混凝土强度等级为:C25, 配筋为:Φ14@100 [10.51 tm]
(3) 管廊内壁板:板厚取350 保护层厚30
Ly/Lx = 0.66 q = 4.2
Mx max = (0.0089+0.0178/6)×4.2×5.512 = 1.52 tm
壁板厚取:350mm,保护层厚:25mm,混凝土强度等级为:C25, 配筋为:Φ14@200
My max = (0.0198+0.0081/6)×4.2×5.512 = 2.70 tm
壁板厚取:350mm,保护层厚:25mm,混凝土强度等级为:C25, 配筋为:Φ14@200
MOx = 0.0375×4.2×5.512 = 4.6 tm
壁板厚取:350mm,保护层厚:25 mm,混凝土强度等级为:C25, 配筋为:Φ14@100
MOy = 0.0543×4.2×5.512 = 6.924 tm
壁板厚取:350mm,保护层厚:25 mm,混凝土强度等级为:C25, 配筋为:Φ14@100
a) 静止土压力(池内空池,池外有水土时):
q1j=1×tg2(45°-φ/2)=0.39
埋深4.28M时:
q2j = q1+1.78×2×tg2(45°-φ/2)+2.5×1×tg2(45°-φ/2)+2.5×1
= 0.39+1.39+0.98+2.5 = 0.39+1.39+3 .48 = 5.26
b) 静止水压力(池内满水,池外无水土时):
q1jw =0
q2jw =1×3.8=3.8
c) 池壁沿高度自重惯性力(地震时):
C=0.5,Kh=0.2,β1=βmax=2.25,W1=0.4×1×2.5=1,Z=4.3~0,л=3.1416
pz=C Kh β1 γ1 W1 sin(лZ/2H)=0.5×0.2×2.25×1.1×(1~0) =0.25~0 (上端 0.25) d) 动水压力(地震时):
X方向:pωj=C Kh γω Hωfωj=0.5×0.2×1×3.8×0.65=0.247 Y方向:pωj=C Kh γω Hωfωj=0.5×0.2×1×3.8×0.69=0.2622 H=4.3,
动土压力(地震时):
pc=C Kh Pa tgφ=0.5×0.2×[(0~2) ×0.4903×2]×0.364=0~0.2 e) 壁板内力计算(静止水压力+动水压力,即池内满水,池外无水土时):
X方向:Ly/Lx=4.3/15.4=0.28<0.3 按单向悬臂板计算 L=4.3 q = 3.8+(1.95×0.8×0.39) = 4.41 t/m2
不考虑地震:Mmax-x= 4.41×3.82/6 = 10.614 tm 考虑地震:Mmax-x= (10.614+0.25×4.32/3+0.247×4.32/6)×0.8 = 10.333 tm (300厚Φ20@100 )
Y方向:Ly/Lx=4/8.35=0.48 Lx=8.35 (顶自由 三边固定) q = 3.8+(1.95×0.8×0.39) = 4.41 t/m2
不考虑地震:Mmax-x = 0.004×4.41×8.352
= 1.23 tm
考虑地震:Mmax-x = (0.0116×0.0263×8.352+1.23)×0.8
= 1.0 tm (350厚 构造配筋Φ12@200)
不考虑地震:Mmax-y = 0.0038×4.41×8.352
= 1.17 tm
考虑地震:Mmax-y = (0.0034×0.0263×8.352+1.17)×0.8
= 1.78 tm (350厚 构造配筋Φ12@200)
不考虑地震:Mxo =.0.0124×4.41×8.352 = 3.813 tm 考虑地震:Mxo = (0.0322×0.0263×8.352+3.813)×0.8 = 3.1 tm (350厚 Φ12@100)
不考虑地震:Myo =.0.0215×4.41×8.352 = 6.611 tm 考虑地震:Myo = (0.0513×0.0263×8.352+6.611)×0.8 = 5.4 tm (350厚 Φ12@100)
不考虑地震:Mxzo =.0.0126×4.41×8.352 = 3.875 tm 考虑地震:Mxzo = (0.0607×0.0263×8.352+3.875)×0.8 = 3.19 tm (350厚 顶部锁口筋每边 3Φ25) M0x略
(350厚顶部锁口筋同上)
f) 壁板内力计算(静止土压水压力+动土压力,即池内无水,池外有水土时):
X方向:Ly/Lx=4.3/15.4=0.28<0.3 按单向悬臂板计算 L=3.78 (仅用于外壁板)
pc=C Kh Pa tgφ=0.5×0.2×[(0~4.56)]×0.364=0~0.17 考虑地震:Mmax-x=(10.644+0.167×3.782/6)×0.8=8.84 tm (350厚 构造配筋Φ16@100)
由以上计算可知抗震计算时按规范规定将静荷载与地震作用产生的总内力再乘以80%,将小于不考虑地震作用时静荷载单独产生的内力,其余壁板抗震计算略。
(4) 壁板计算:
q1=1×tg[45-(φ/2)] = 0.49 t/m q2= q1+1.98×2×tg2[45-(φ/2)] = 0.49+1.9404= 2.4304 t/m2
q3= q2+ 3.50×1×tg2[45-(φ/2)]+3.5×1 = 2.4304+1.715+3.5 = 7.65 t/m2 内力计算: 跨中:
Ra1=0.49×63×[4-(6/10.78)]/(8×10.782)=0.392 tm M1=Ra1×[a+Ra/(2×q)] =0.392×(4.78+0.392/0.98) =2.0306 tm
Ra2=7.16×63×[1-(6/10.78)/5]/(8×10.782)=1.4784 tm M2=Ra1×[a+(0.6666×6×0.26235)] =1.4784×(4.78+1.05) =8.62 tm
ΣM=2.0306+8.62= 10.651 tm 22壁板厚取:500mm,保护层厚:30mm,混凝土强度等级为:C25, 内侧通长配筋为:Φ14@100 [14.13 tm]或Φ18@150 [13.77 tm]
支座:
M1=(0.49×62)×(2-6/10.78)2/8 = 4.6 tm M2=10.74×(4-1.66976+0.186) = 27.03 tm
壁板厚取:500mm,保护层厚:30mm,混凝土强度等级为:C25, 外侧下支座配筋为:Φ25@100 [30.15 tm]
按悬臂计算:ΣM= 37.881 tm (仅按强度控制为Φ22@100 [38.57 tm])
q1= 4.56 t/m2 q2= 4.56+4.4×1×tg2[45-(φ/2)]+4.4 = 4.56+6.556= 11.116 t/m2 Lx/Ly=3/4.9=0.613
Mx_max = [0.0386+(1/6)×0.0105]×4.56×32 + [0.0197+(1/6)×0.0093]×6.556×32 = 1.656+1.254 = 2.91 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 内侧通长配筋为:Φ12@200 [3.59 tm]
My_max = [0.0116+(1/6)×0.0371]×4.56×32 + [0.0093+(1/6)×0.0197]×6.556×32 = 0.73+0.743 = 1.473 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 内侧通长配筋为:Φ12@200 [3.59 tm] Mox = 0.0814×4.56×32 + 0.0401×6.556×32 = 3.341+2.3661 = 5.71 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 外侧左右支座配筋为:Φ16@150 [6.33 tm]
Moy = 0.0572×4.56×32 + 0.0436×6.556×32 = 2.35+2.6 = 4.95 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 外侧下支座配筋为:Φ12@100 [6.10 tm]
q1= 4.56 t/m2
q2= 4.56+4.4×1×tg2[45-(φ/2)]+4.4 = 4.56+6.556= 11.116 t/m2 Lx/Ly=3/4.9=0.613
Mx_max = [0.0498+(1/6)×0.0169]×4.56×32 + [0.0335+(1/6)×0.0169]×6.556×32 = 2.16+2.143 = 4.303 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 内侧通长配筋为:Φ16@200 [5.14 tm]或Φ14@150 [5.42 tm] My_max = [0.0183+(1/6)×0.0465]×4.56×32 + [0.0173+(1/6)×0.0295]×6.556×32 = 1.07+1.311 = 2.381 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 内侧通长配筋为:Φ12@200 [3.59 tm] Mxo = 0.1095×4.56×32 + 0.0417×6.556×32 = 4.5+2.461 = 6.961 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 外侧左右支座配筋为:Φ14@100 [7.52 tm]或Φ18@150 [7.45 tm] Myo = 0.0782×4.56×32 + 0.0764×6.556×32 = 3.21+4.51 = 7.72 tm 壁板厚取:350mm,保护层厚:30mm,混凝土强度等级为:C25, 外侧下支座配筋为:Φ16@100 [9.31 tm]
2. 滤池(包括管廊)底板计算: (1) 滤池底板板底应力计算:(底板取600厚) P1 = 34.48x4.3x0.35x2.5+1.65x0.9x34.48+1.78x0.45x34.48 = 129.731+51.2+27.62= 208.62 t P2 = 1.65x2.68x0.25x2.5x13 = 35.93 t P3 = 34.48x2.68x0.25x2.5+1.65x0.9x34.48+1.5x1.12x34.48+0.5x1.78x0.45x34.48 +34.48x1.42x0.1x2.5 = 166.884+13.81+12.24 = 192.94 t P4 = 32x3.7x0.35x2.5+1.5x1.12x34.480.5x1.78x0.45x34.48+34.48x1.42x0.1x2.5 = 103.6+57.93+13.81+12.24 = 187.58 t P5 = 32x6.88x0.35x2.5+0.5x0.7x11.98x2.5x5+0.5x5.8x2x34.48x1+0.53x2.5x32
+0.8x0.4x2.5x32x2+0.35x0.4x2.5x2.2x5x2+0.25x0.4x2.5x2.55x8x2 = 192.64+52.42+199.984+42.4+51.2+7.7+10.2 = 556.544 t P6 = 7.2x2.9x0.2x2.5x4+2x2.35x0.2x2.5x4+34.48x1.5x0.3x2.5 = 41.76+9.4+38.8 = 90 t P7 = 4.1x0.3x34.48x2.5+1.4x0.53x34.48+1.23x34.48x0.4 = 106.03+25.6+17 = 148.63 t P8 = 32x6.88x0.4x2.5+0.5x0.7x11.98x2.5x5+0.5x5.8x2x34.48x1+0.53x2.5x32+0.8x
0.4x2.5x32x2+1.23x34.48x0.4+0.35x0.4x2.5x2.2x5x2+0.25x0.4x2.5x2.55x8x2 = 220.16+52.42+199.984+42.4+51.2+17+7.7+10.2
= 601.06 t P9 = 1.18x (0.3x1.42x2.5x2+0.35x1.42x2.5x2+0.45x1.2x2+0.05x1.2x4)=7 t P10= 0.95x0.3x34.48=9.83 t
q = 4.14x (0.35+0.35+0.3+0.3+0.3) x2.5+(0.30+0.15+0.07)x1.2x2+0.8 = 16.56+1.25+0.8=18.61 t/m
Pq = 18.61x15=279.15 t P(土1) = 20.375x4.28=62.725 t P(土2) = 6.5x9.65=87.21 t Pdb = 26.5x51.72=1370.58 t
每格滤池工作时滤料加水重: P(滤料+水) = 15x8x(0.65x1.95+3.8x1)= 608.1 t
滤池四格均正常工作时:
∑G = 208.62+35.93+192.94+187.58+556.544+90+148.63+601.06+287.045+7+9.83 +273.15+62.725+87.21+1370.58+608.1x4
= 4111.85 + 2432.67 = 6544.25 t
对底板边缘弯矩: M = 208.62x0.675+35.93x1.675+192.94x2.63+187.58x5.03+556.544x20.38+90x21.85
+148.63x23.55+601.06x25.8+7x4.437+21.025x9.83
+ 279.15x12.7+24x6.79+38.713x10.1875+87.21x23.25+1370.58x13.25 +608.1x4x12.7
= 140.82+60.183+507.43+943.53+11342.367+1966.5+3500.24+15507.35 +31.06+206.676+3545.21+162.96+394.4+2027.633+18160.185+30891.48 = 89388.024 tm
X = 13.66 m (往右偏离底板中心线0.41m) 对底板中心线弯矩:
∑M = 0.41x6544.25 = 2683.1425 tm
Wx = 34.48x26.52/6 = 4035.6 m3
∑M / W = 2683.1425/4035.6 = 0.665 t/m2 底板面积:
S = 26.5x34.48 = 913.72 m2 底板下地基附加应力:
Qmax = (∑G/S)+(∑M / W) = 7.163+0.665 = 7.83 t/m2 Qmin = (∑G/S)-(∑M / W) = 7.163-0.665 = 6.5 t/m2
最不利工况(滤池三格正常工作,最外格空池检修时):
∑G = 208.62+35.93+192.94+187.58+556.544+90+148.63+601.06+287.045+7+9.83 +273.15+62.725+87.21+1370.58+608.1x3
= 4111.85 + 1824.3 = 5936.15 t 对底板边缘弯矩: M = 208.62x0.675+35.93x1.675+192.94x2.63+187.58x5.03+556.544x20.38+90x21.85
+148.63x23.55+601.06x25.8+7x4.437+21.025x9.83
+ 279.15x12.7+24x6.79+38.713x10.1875+87.21x23.25+1370.58x13.25
+608.1x4x12.7
= 140.82+60.183+507.43+943.53+11342.367+1966.5+3500.24+15507.35 +31.06+206.676+3545.21+162.96+394.4+2027.633+18160.185+23168.61 = 81665.154 tm
X = 13.76 m (距底板中心线0.51m 右) 对底板中心线弯矩:
∑M = 0.51x5936.15 = 3027.44 tm Wx = 34.48x26.52/6 = 4035.6 m3 ∑M / W = 3027.44/4035.6 = 0.75 t/m2 底板下地基附加应力: Qmax = (∑G/S)+(∑M / W) = 6.5+0.75 = 7.25 t/m2 Qmin = (∑G/S)-(∑M / W) = 6.5-0.75 = 5.75 t/m2 底板下地基附加应力分布如下图:(纵向) 滤池区地基附加应力计算: Qmax = 6.9 t/m2 Qmin = 6.03 t/m2 滤池区平均地基附加应力:QLC = (6.03+6.9)/2 = 6.465 (实取:qL = 6.5 t/m2) 计入横向偏心时滤池区地基附加应力计算: ∑G = 5936.15 t ∑M = 608.1x3x4.94 = 9012.042 tm Wy = 26.5x34.482/6 = 5250.844 m3 ∑M / W = 9012.042/5250.844 = 1.7163 t/m2 底板下地基附加应力: Qmax = QLC+(∑M / W) = 6.5+1.72 = 8.22 t/m2 Qmin = QLC-(∑M / W) = 6.5-1.72 = 4.78 t/m2 底板下地基附加应力分布如下图: 底板受地基净反力分布如下图: 最外格滤池底板受平均净反力:q = (3.34+4.1)/2 = 3.72 t/m2 实取q = 4 t/m (2) 滤池底板内力计算: 2q = 4 t/mLx/Ly = 8.35/15.35= 0.544
Mx_max = [0.0965+(1/6)×0.0174]×4×8.352
= 27.722 tm 2 壁板厚取:600mm,保护层厚:30mm,混凝土强度等级为:C25, X方向上层通长配筋为:Φ22@100 [28.34 tm] My_max = [0.021+(1/6)×0.0892]×2×8.352 = 10 tm 壁板厚取:600mm,保护层厚:30mm,混凝土强度等级为:C25, Y方向上层通长配筋为:Φ18@200 [12.36 tm] q= 4 t/m2
Lx/Ly=8.35/15.35=0.544
Mx_max = [0.0646+(1/6)×0.0063]×4×8.352 = 20.95 tm 壁板厚取:600mm,保护层厚:30mm,混凝土强度等级为:C25, X方向通长配筋为:Φ18@100 [21.12 tm] My_max = [0.0087+(1/6)×0.0618]×4×8.352 = 5.3 tm 壁板厚取:600mm,保护层厚:30mm,混凝土强度等级为:C25, Y方向通长配筋为:Φ16@200 [12.14 tm] Mox = 0.1212×4×8.352 = 33.80 tm 壁板厚取:600mm,保护层厚:35mm,混凝土强度等级为:C25, X方向下层支座配筋为:Φ25@100 [38.20 tm]
q= 4 t/m2
Lx/Ly=8.35/15.35=0.544
Mx_max = [0.0588+(1/6)×0.0103]×4×8.352 = 16.88 tm 壁板厚取:600mm,保护层厚:30mm,混凝土强度等级为:C25, X方向通长配筋为:Φ16@100 [18.39 tm] My_max = [0.0133+(1/6)×0.0541]×4×8.352 = 6.23 tm 壁板厚取:600mm,保护层厚:30mm,混凝土强度等级为:C25, Y方向通长配筋为:Φ16@200 [12.14 tm] Mox = 0.1146×4×8.352 = 31.96 tm 壁板厚取:600mm,保护层厚:35mm,混凝土强度等级为:C25, X方向下层支座配筋为:Φ25@100 [38.20 tm] Moy = 0.0784×4×8.352 = 21.865 tm 壁板厚取:600mm,保护层厚:35mm,混凝土强度等级为:C25, Y方向下层支座配筋为:Φ20@100 [24.42 tm]
3. 操作间底板计算:
(1) 操作间底板板底应力计算:(底板取1400厚) P壁1 = 0.4x4.4x23.12x2.5+0.35x4.3x23.12x2.5+0.15x23.12x0.65x2.5 +0.05x1.2x23.12x2+1.775x(0.5+0.5+1)x23.12+1.925x0.08x2.5x23.12 = 101.728+86.989+5.6355+2.7744+82.076+8.9 = 288.103 t P肋壁= 0.25x3.85x4.15x2.5x8+3.175x23.12x2+0.25x2.68x1.65x2.5x8
+(1.925+0.825)x0.08x2.5x23.12+2.1x0.4x23.12x2.4
= 79.8875+146.812+22.11+12.716+46.61
= 308.14 t P柱壁1 = 0.5x10.78x21.4x2.5+0.5x8.7x1.72x2.5+0.2x0.7x10.78x2.5x3
+0.4x0.8x3.725x2.5x2+0.15x0.6x2.5x20.4+1x3.725x20.4+21.4x0.53x5.1 +0.56x0.56x2.5x3.2x2+0.4x0.56x2.5x3.6+0.3x0.3x2.5x2.4
= 288.365+18.705+11.319+5.96+4.59+75.99+57.8442+5.02+2.02+0.54 = 470.4 t P柱1 = 0.7x0.7x15.28x2.5x3+0.4x0.8x(3.725x2+3.925x4)x2.5+0.15x0.6x2.5x20.4x3
+1x3.725x20.4+1x3.925x20.4x2+0.4x0.7x2.5x18.6 = 56.154+18.52+13.77+75.99+160.14+13.02 = 337.6 t P柱2 = 0.7x0.7x15.28x2.5x3+0.4x0.8x(3.925x4+2.55x4)x2.5
+0.15x0.6x2.5x20.4x4+1x3.925x20.4x2+1x2.55x14.5x2+4.37x1x20.4 +0.4x0.8x2.5x18.6x2
= 56.154+20.72+18.36+160.14+73.95+29.76 = 359.1 t P柱壁2 = 0.7x0.7x15.28x2.5x3+0.56x0.56x2.5x2.4x2+0.3x0.3x2.5x2.4x2
+0.56x0.4x2.5x3.6+0.4x0.8x(2.55x4+1.45x4)x2.5+0.15x0.6x2.5x20.4x4 +0.25x0.6x2.5x20x2+1x1.8x20.4x2+1x2.55x15x2+2.55x1x20.4
+0.4x0.8x2.5x18.6x1+(1.45x2+21)x0.53x5.1+0.5x23 .+0.5x10.78x21.4x2.5+0.5x8.7x1.72x2.5
= 56.154+3.7632+1.08+2.02+12.8+18.36+15+73.44+76.5+52.02+14.88 +135.15+288.365+18.705 = 768.24 t P清水渠 = 0.3x4.75x2.5x23.12+0.3x2.5x2.5x23.12+4.6x2.5x1x23.12
+1.5x0.53x23.12+(0.1x2.5+0.15)x23.12x2.56 = 82.365+43.35+265.88+18.38+23.675 = 433.65 t 清水渠q = 0.3x2.5x2.5x2+0.3x2.5x4+4x2.5x1
= 3.75+3+10 = 16.75 t/m
清水渠P = 16.75x15.15 = 253.763 t 壁板q = 0.5x10.78x2.5x2+0.53x5.7x2
= 26.95+6.042 = 32.992 t/m
壁板P = 32.992x21.25 = 701.08 t 底板q = 1.4x2.5x23.12
= 80.92 (t/m) 底板P = 80.92x26.5
= 2144.38 t 底板挑土:
Pt1 = 0.5x8.18x2x23.12 = 189.122 t Pt2 = 0.5x5.48x2x23.12 = 126.7 t 底板面积:S = 26.5x23.12 = 612.68 m2
Wx = (23.12 x 26.52)/6 = 2706
∑G = 288.103+308.14+470.4+337.6+359.1+768.24+433.65+253.763+701.08+2144.38
+189.122+126.7 = 6380.278 t M = 288.103x0.675+308.14x2.925+470.4x5.2+337.6x12.65+359.1x20.55
+768.24x25.75+433.65x23.2+253.763x13.125+701.25x15.825 +2144.38x13.25+189.122x0.25+126.7x26.25 = 91249 tm X = ∑M/∑G
= 14.3 m (往右偏离中心1.05m) ∑M = 1.05x∑G = 6699.3 tm
基底应力:Q = (∑G / S)±(∑M / W) = 10.414±2.476 Qmax = 12.89 t/m2 Qmin = 7.94 t/m2
底板受净反力:Qjmax = 9.39 t/m2 Qjmin = 4.44 t/m2 底板受平均净反力:q = (9.39+4.44)/2 = 10.92-4 = 6.92 t/m2 操作间底板下地基应力分布如下图:
操作间底板受净反力如下图: (2) 操作间底板内力计算: q1 = 5.45 t/m2 q2 = 9.25 t/m2 Ly/Lx = 0.988 Mx_max = (0.0367+0.0378/6)x5.45x20.652+(0.0185+0.0225/6)x3.8x20.652 = 100+36.1 = 136.1 tm My_max = (0.0378+0.0367/6)x5.45x20.652+(0.0225+0.0185/6)x3.8x20.652
= 102.1+41.5 = 143.6 tm 底板厚取:1400mm,保护层厚:30mm,混凝土强度等级为:C25, 上层通长配筋为:Φ28@100
±0.00板、梁计算: 板:
冲切计算:(板厚取250mm 保护层厚15mm C25 ft = 1.3 N/mm2) Um = [(230+230)/2]x4 = 920 mm ho = 230 mm
Fl = 100x1.4 = 140 KN
0.6ftUm ho = 0.6x1.3x920x230 = 165048 N = 165.048 KN Fl < 0.6ftUm ho 250mm厚板满足抗冲切要求!
L = 2.2 m q = 0.25x25x1.2 = 7.5 KN/M2 P = 100x1.4 = 140 KN M_max = (1/8)qL2 + (1/4)PL
= 81.54 KNM As = 1265 mm2 (Ⅱ级) 配筋为:Φ14@120 [1283 mm] 2
梁:(350x500 C25 Ec = 2.8x104 N/mm2)
L = 5.1 m q = 0.35x0.5x25x1.2+7.5x2.2 = 7.5+16.5 = 24 KN/M2 P = 100x1.4 = 140 KN M_max = (1/8)qL2 + (1/4)PL
= 256.53 KNM
V = (1/2)qL+P = 201.2 KN
As = 2116 mm2 (Ⅱ级) 纵向配筋为:5Φ25 [2454.5 mm] 350x500 (Ⅰ级) 横向配箍为:2Φ8@100 [289.8 KN] 四肢箍 2
L = 6.6 m q = 0.4x0.8x25x1.2+1.2x0.5x1.2+1.4x1.5 = 22.55 KN/M2 P = 100x1.4 = 140 KN
P’= 57.4 KN a = 2.2 m
M_max = (1/8)qL2 + (1/4)PL+aP’
= 480.04 KNM
V = (0.625)qL+P+P’ = 290.42 KN
As = 2660 mm2 (Ⅱ级) 纵向配筋为:6Φ25 [2945.4 mm] 400x700 (Ⅰ级) 横向配箍为:2Φ8@200 [443.5 KN] 四肢箍
2
P’= 57.4 KN a = 2.2 m
M_max = (1/8)qL2 + (1/4)PL+aP’
= 480.04 KNM
V = (0.625)qL+P+P’ = 290.42 KN
As = 2660 mm2 (Ⅱ级) 纵向配筋为:6Φ25 [2945.4 mm] 400x700 (Ⅰ级) 横向配箍为:2Φ8@200 [443.5 KN] 四肢箍
2
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