土建工程計算書模板-中英對照
2.1.3.5 混凝土工程量計算:
(1)池壁: [(L-t1)+(B-t1)]×2×t1×h2
= [(6.200-0.450)+(4.400-0.450)]×2×0.450×6.300 = 55.00 m3
(2)底板: (L+2×t2)×(B+2×t2)×h3
= (6.200+2×0.300)×(4.400+2×0.300)×0.500 = 17.00 m3
(3)水池混凝土總方量 = 55.00+17.00 = 72.00 m3
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【理正水池設(shè)計 V1.0版 日期: 2009-01-02 02:15:58】
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2.2 進水井計算書
執(zhí)行規(guī)范:
《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB 50010-2002), 本文簡稱《混凝土規(guī)范》
《建筑地基基礎(chǔ)設(shè)計規(guī)范》(GB 50007-2002), 本文簡稱《地基規(guī)范》
《給水排水工程構(gòu)筑物結(jié)構(gòu)設(shè)計規(guī)范》(GB50069-2002), 本文簡稱《給排水結(jié)構(gòu)規(guī)范》
《給水排水工程鋼筋混凝土水池結(jié)構(gòu)設(shè)計規(guī)程》(CECS138-2002), 本文簡稱《水池結(jié)構(gòu)規(guī)程》
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2.2.1 基本資料
2.2.1.1 幾何信息
水池類型: 無頂蓋 半地上
長度L=2.500m, 寬度B=2.000m, 高度H=6.800m, 底板底標高=-6.500m
池底厚h3=500mm, 池壁厚t1=250mm,底板外挑長度t2=300mm
注：地面標高為±0.000。
(平面圖) (剖面圖)
2.2.1.2 土水信息
土天然重度18.00 kN/m3 , 土飽和重度20.00kN/m3, 土內(nèi)摩擦角30度
地基承載力特征值fak=100.0kPa, 寬度修正系數(shù)ηb=0.00, 埋深修正系數(shù)ηd=1.00
地下水位標高-3.000m,池內(nèi)水深6.300m, 池內(nèi)水重度10.00kN/m3,
浮托力折減系數(shù)1.00, 抗浮安全系數(shù)Kf=1.05
2.2.1.3 荷載信息
活荷載: 地面10.00kN/m2, 組合值系數(shù)0.90
恒荷載分項系數(shù): 水池自重1.20, 其它1.27
活荷載分項系數(shù): 地下水壓1.27, 其它1.27
活荷載準永久值系數(shù): 頂板0.40, 地面0.40, 地下水1.00, 溫濕度1.00
不考慮溫濕度作用.
2.2.1.4 鋼筋砼信息
混凝土: 等級C30, 重度25.00kN/m3, 泊松比0.20
保護層厚度(mm): 池壁(內(nèi)35,外35), 底板(上35,下35)
鋼筋級別: HRB335, 裂縫寬度限值: 0.10mm, 配筋調(diào)整系數(shù): 1.00
2.2.2 計算內(nèi)容
(1) 地基承載力驗算
(2) 抗浮驗算
(3) 荷載計算
(4) 內(nèi)力(不考慮溫度作用)計算
(5) 配筋計算
(6) 裂縫驗算
(7) 混凝土工程量計算
2.2.3 計算過程及結(jié)果
單位說明: 彎矩:kN.m/m 鋼筋面積:mm2 裂縫寬度:mm
計算說明：雙向板計算按查表
恒荷載:水池結(jié)構(gòu)自重,土的豎向及側(cè)向壓力,內(nèi)部盛水壓力.
活荷載:頂板活荷載,地面活荷載,地下水壓力,溫濕度變化作用.
裂縫寬度計算按長期效應(yīng)的準永久組合.
2.2.3.1 地基承載力驗算
(1) 基底壓力計算
a.水池自重Gc計算
池壁自重G2=305.00kN
底板自重G3=100.75kN
水池結(jié)構(gòu)自重Gc=G2+G3=405.75 kN
b.池內(nèi)水重Gw計算
池內(nèi)水重Gw=189.00 kN
c.覆土重量計算
池頂覆土重量Gt1= 0 kN
池頂?shù)叵滤亓縂s1= 0 kN
底板外挑覆土重量Gt2= 257.04 kN
底板外挑地下水重量Gs2= 91.80 kN
基底以上的覆蓋土總重量Gt = Gt1 + Gt2 = 257.04 kN
基底以上的地下水總重量Gs = Gs1 + Gs2 = 91.80 kN
d.活荷載作用Gh
頂板活荷載作用力Gh1= 7.50 kN
地面活荷載作用力Gh2= 30.60 kN
活荷載作用力總和Gh=Gh1+Gh2=38.10 kN
e.基底壓力Pk
基底面積: A=(L+2×t2)×(B+2×t2)=3.100×2.600 = 8.06 m2
基底壓強: Pk=(Gc+Gw+Gt+Gs+Gh)/A
=(405.75+189.00+257.04+91.80+38.10)/8.060= 121.80 kN/m2
(2) 修正地基承載力
a.計算基礎(chǔ)底面以上土的加權(quán)平均重度rm
rm=[3.500×(20.00-10)+3.000×18.00]/6.500
= 13.69 kN/m3
b.計算基礎(chǔ)底面以下土的重度r
考慮地下水作用，取浮重度，r=20.00-10=10.00kN/m3
c.根據(jù)基礎(chǔ)規(guī)范的要求，修正地基承載力:
fa = fak + ηb γ(b - 3) + ηdγm(d - 0.5)
= 100.00+0.00×10.00×(3.000-3)+1.00×13.69×(6.500-0.5)
= 182.15 kPa
(3) 結(jié)論: Pk=121.80 < fa=182.15 kPa, 地基承載力滿足要求。
2.2.3.2 抗浮驗算
抗浮力Gk=Gc+Gt+Gs=405.75+257.04+91.80= 754.59 kN
浮力F=(2.500+2×0.300)×(2.000+2×0.300)×3.500×10.0×1.00
=282.10 kN
Gk/F=754.59/282.10=2.67 > Kf=1.05, 抗浮滿足要求。
2.2.3.3 荷載計算
(1) 池壁荷載計算:
a.池外荷載:
主動土壓力系數(shù)Ka= 0.33
側(cè)向土壓力荷載組合(kN/m2):
部位(標高) 土壓力標準值 水壓力標準值 活載標準值 基本組合 準永久組合
池壁頂端(0.300) 0.00 0.00 0.00 0.00 0.00
地面(0.000) 0.00 0.00 3.33 3.81 1.33
地下水位處(-3.000) 18.00 0.00 3.33 26.67 19.33
底板頂面(-6.000) 28.00 30.00 3.33 77.47 59.33
b.池內(nèi)底部水壓力: 標準值= 63.00 kN/m2, 基本組合設(shè)計值= 80.01 kN/m2
(2) 底板荷載計算(池內(nèi)無水，池外填土):
水池結(jié)構(gòu)自重標準值Gc= 405.75kN
基礎(chǔ)底面以上土重標準值Gt= 257.04kN
基礎(chǔ)底面以上水重標準值Gs= 91.80kN
基礎(chǔ)底面以上活載標準值Gh= 38.10kN
水池底板以上全部豎向壓力基本組合:
Qb = (405.75×1.20+257.04×1.27+91.80×1.27+38.10×1.27×0.90)/8.060
= 120.78kN/m2
水池底板以上全部豎向壓力準永久組合:
Qbe = (405.75+257.04+91.80×1.00+1.50×5.000×0.40+10.00×3.060×0.40)/8.060
= 95.51kN/m2
板底均布凈反力基本組合:
Q = 120.78-0.500×25.00×1.20
= 105.78 kN/m2
板底均布凈反力準永久組合:
Qe = 95.51-0.500×25.00
= 83.01 kN/m2
(3) 底板荷載計算(池內(nèi)有水，池外無土):
水池底板以上全部豎向壓力基本組合:
Qb = [405.75×1.20+(2.000×1.500×6.300)×10.00×1.27]/8.060 = 90.19kN/m2
板底均布凈反力基本組合:
Q = 90.19-(0.500×25.00×1.20+6.300×10.00×1.27) = -4.82kN/m2
水池底板以上全部豎向壓力準永久組合:
Qbe = [405.75+(2.000×1.500×6.300)×10.00]/8.060 = 73.79kN/m2
板底均布凈反力準永久組合:
Qe = 73.79-(0.500×25.00+6.300×10.00) = -1.71kN/m2
2.2.3.4 內(nèi)力,配筋及裂縫計算
彎矩正負號規(guī)則:
池壁:內(nèi)側(cè)受拉為正,外側(cè)受拉為負
底板:上側(cè)受拉為正,下側(cè)受拉為負
荷載組合方式:
(1).池外土壓力作用(池內(nèi)無水，池外填土)
(2).池內(nèi)水壓力作用(池內(nèi)有水，池外無土)
(3)L側(cè)池壁內(nèi)力:
計算跨度: Lx= 2.250 m, Ly= 6.300 m , 三邊固定,頂邊簡支
池壁類型: 深池壁
計算方法: 0<H<2L 部分按照三邊固定,頂邊自由的雙向板計算:Lx=2.250,Ly=4.500
H>2L 部分按照水平向單向板計算
H=2L處池外土壓力作用彎矩(kN.m/m):
水平向跨中: 基本組合:4.69, 準永久組合:3.34
水平向邊緣: 基本組合:-9.38, 準永久組合:-6.68
H=2L處池內(nèi)水壓力作用彎矩(kN.m/m):
水平向跨中: 基本組合:-4.82, 準永久組合:-3.80
水平向邊緣: 基本組合:9.64, 準永久組合:7.59
H=2L處水平向內(nèi)力,與0<H<2L部分按雙向板計算的水平向內(nèi)力,取大值.
基本組合作用彎矩表(kN.m/m)
部位 池外土壓力 池內(nèi)水壓力 溫濕度作用 基本組合
內(nèi)側(cè)-水平跨中 10.12 - - 10.12
水平邊緣 - 21.59 - 21.59
豎直跨中 0.62 - - 0.62
豎直上邊緣 - 0.00 - 0.00
豎直下邊緣 - 20.26 - 20.26
外側(cè)-水平跨中 - -10.44 - -10.44
水平邊緣 -20.92 - - -20.92
豎直跨中 - -0.64 - -0.64
豎直上邊緣 0.00 - - 0.00
豎直下邊緣 -19.62 - - -19.62
準永久組合作用彎矩表(kN.m/m)
部位 池外土壓力 池內(nèi)水壓力 溫濕度作用 準永久組合
內(nèi)側(cè)-水平跨中 7.64 - - 7.64
水平邊緣 - 17.00 - 17.00
豎直跨中 0.47 - - 0.47
豎直上邊緣 - 0.00 - 0.00
豎直下邊緣 - 15.96 - 15.96
外側(cè)-水平跨中 - -8.22 - -8.22
水平邊緣 -15.77 - - -15.77
豎直跨中 - -0.50 - -0.50
豎直上邊緣 0.00 - - 0.00
豎直下邊緣 -14.98 - - -14.98
(4)B側(cè)池壁內(nèi)力:
計算跨度: Lx= 1.750 m, Ly= 6.300 m , 三邊固定,頂邊簡支
池壁類型: 深池壁
計算方法: 0<H<2L 部分按照三邊固定,頂邊自由的雙向板計算:Lx=1.750,Ly=3.500
H>2L 部分按照水平向單向板計算
H=2L處池外土壓力作用彎矩(kN.m/m):
水平向跨中: 基本組合:4.40, 準永久組合:3.25
水平向邊緣: 基本組合:-8.81, 準永久組合:-6.51
H=2L處池內(nèi)水壓力作用彎矩(kN.m/m):
水平向跨中: 基本組合:-4.54, 準永久組合:-3.57
水平向邊緣: 基本組合:9.08, 準永久組合:7.15
H=2L處水平向內(nèi)力,與0<H<2L部分按雙向板計算的水平向內(nèi)力,取大值.
基本組合作用彎矩表(kN.m/m)
部位 池外土壓力 池內(nèi)水壓力 溫濕度作用 基本組合
內(nèi)側(cè)-水平跨中 6.84 - - 6.84
水平邊緣 - 14.69 - 14.69
豎直跨中 0.37 - - 0.37
豎直上邊緣 - 0.00 - 0.00
豎直下邊緣 - 12.56 - 12.56
外側(cè)-水平跨中 - -7.07 - -7.07
水平邊緣 -14.24 - - -14.24
豎直跨中 - -0.38 - -0.38
豎直上邊緣 0.00 - - 0.00
豎直下邊緣 -12.16 - - -12.16
準永久組合作用彎矩表(kN.m/m)
部位 池外土壓力 池內(nèi)水壓力 溫濕度作用 準永久組合
內(nèi)側(cè)-水平跨中 5.19 - - 5.19
水平邊緣 - 11.57 - 11.57
豎直跨中 0.28 - - 0.28
豎直上邊緣 - 0.00 - 0.00
豎直下邊緣 - 9.89 - 9.89
外側(cè)-水平跨中 - -5.56 - -5.56
水平邊緣 -10.78 - - -10.78
豎直跨中 - -0.30 - -0.30
豎直上邊緣 0.00 - - 0.00
豎直下邊緣 -9.29 - - -9.29
(5)底板內(nèi)力:
計算跨度:Lx= 2.250m, Ly= 1.750m , 四邊簡支+池壁傳遞彎矩
按雙向板計算.
1.池外填土,池內(nèi)無水時,荷載組合作用彎矩表(kN.m/m)
基本組合作用彎矩表
部位 簡支基底反力 池壁傳遞彎矩 彎矩疊加
上側(cè)-L向跨中 14.39 - -
B向跨中 21.08 - 11.71
下側(cè)-L向邊緣 0.00 -12.16 -12.16
B向邊緣 0.00 -19.62 -19.62
L向跨中 - -15.62 -1.23
B向跨中 - -9.37 -
準永久組合作用彎矩表
部位 簡支基底反力 池壁傳遞彎矩 彎矩疊加
上側(cè)-L向跨中 11.29 - -
B向跨中 16.54 - 9.39
下側(cè)-L向邊緣 0.00 -9.29 -9.29
B向邊緣 0.00 -14.98 -14.98
L向跨中 - -11.93 -0.64
B向跨中 - -7.16 -
2.池內(nèi)有水,池外無土時,荷載組合作用彎矩表(kN.m/m)
基本組合作用彎矩表
部位 簡支基底反力 池壁傳遞彎矩 彎矩疊加
上側(cè)-L向跨中 -0.66 16.13 15.48
B向跨中 -0.96 9.68 8.72
L向邊緣 0.00 12.56 12.56
B向邊緣 0.00 20.26 20.26
準永久組合作用彎矩表
部位 簡支基底反力 池壁傳遞彎矩 彎矩疊加
上側(cè)-L向跨中 -0.23 12.70 12.47
B向跨中 -0.34 7.62 7.28
L向邊緣 0.00 9.89 9.89
B向邊緣 0.00 15.96 15.96
(6)配筋及裂縫:
配筋計算方法:按單筋受彎構(gòu)件計算板受拉鋼筋.
裂縫計算根據(jù)《水池結(jié)構(gòu)規(guī)程》附錄A公式計算.
按基本組合彎矩計算配筋,按準永久組合彎矩計算裂縫,結(jié)果如下:
①L側(cè)池壁配筋及裂縫表(彎矩:kN.m/m, 面積:mm2/m, 裂縫:mm)
部位 彎矩 計算面積 實配鋼筋 實配面積 裂縫寬度
內(nèi)側(cè)-水平跨中 10.12 536 D12@200 565 0.06
水平邊緣 21.59 536 D12@150 754 0.08
豎直跨中 0.62 536 D12@200 565 0.00
豎直上邊緣 0.00 536 D12@200 565 0.00
豎直下邊緣 20.26 536 D12@150 754 0.08
外側(cè)-水平跨中 -10.44 536 D12@200 565 0.07
水平邊緣 -20.92 536 D12@150 754 0.08
豎直跨中 -0.64 536 D12@200 565 0.00
豎直上邊緣 0.00 536 D12@200 565 0.00
豎直下邊緣 -19.62 536 D12@150 754 0.07
②B側(cè)池壁配筋及裂縫表(彎矩:kN.m/m, 面積:mm2/m, 裂縫:mm)
部位 彎矩 計算面積 實配鋼筋 實配面積 裂縫寬度
內(nèi)側(cè)-水平跨中 6.84 536 D12@200 565 0.04
水平邊緣 14.69 536 D12@200 565 0.10
豎直跨中 0.37 536 D12@200 565 0.00
豎直上邊緣 0.00 536 D12@200 565 0.00
豎直下邊緣 12.56 536 D12@200 565 0.08
外側(cè)-水平跨中 -7.07 536 D12@200 565 0.05
水平邊緣 -14.24 536 D12@200 565 0.09
豎直跨中 -0.38 536 D12@200 565 0.00
豎直上邊緣 0.00 536 D12@200 565 0.00
豎直下邊緣 -12.16 536 D12@200 565 0.08
③底板配筋及裂縫表(彎矩:kN.m/m, 面積:mm2/m, 裂縫:mm)
部位 彎矩 計算面積 實配鋼筋 實配面積 裂縫寬度
上側(cè)-L向跨中 15.48 1072 D16@150 1340 0.02
B向跨中 11.71 1072 D16@150 1117 0.02
L向邊緣 12.56 1072 D16@150 1340 0.02
B向邊緣 20.26 1072 D16@150 1340 0.03
下側(cè)-L向跨中 -1.23 1072 D16@150 1340 0.00
B向跨中 - - - - -
L向邊緣 -12.16 1072 D16@150 1340 0.02
B向邊緣 -19.62 1072 D16@150 1340 0.03
裂縫驗算均滿足.
2.2.3.5 混凝土工程量計算:
(1)池壁: [(L-t1)+(B-t1)]×2×t1×h2
= [(2.500-0.250)+(2.000-0.250)]×2×0.250×6.300 = 12.60 m3
(2)底板: (L+2×t2)×(B+2×t2)×h3
= (2.500+2×0.300)×(2.000+2×0.300)×0.500 = 4.03 m3
(3)水池混凝土總方量 = 12.60+4.03 = 16.63 m3
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【理正水池設(shè)計 V1.0版 日期: 2009-01-02 00:36:27】
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2.3上部罩棚計算書
總信息 ..............................................
結(jié)構(gòu)材料信息: 鋼砼結(jié)構(gòu)
混凝土容重 (kN/m3): Gc = 25.00
鋼材容重 (kN/m3): Gs = 78.00
水平力的夾角 (Rad): ARF = 0.00
地下室層數(shù): MBASE= 0
豎向荷載計算信息: 按模擬施工加荷計算方式
風荷載計算信息: 計算X,Y兩個方向的風荷載
地震力計算信息: 計算X,Y兩個方向的地震力
特殊荷載計算信息: 不計算
結(jié)構(gòu)類別: 框架結(jié)構(gòu)
裙房層數(shù): MANNEX= 0
轉(zhuǎn)換層所在層號： MCHANGE= 0
墻元細分最大控制長度(m) DMAX= 2.00
墻元側(cè)向節(jié)點信息: 內(nèi)部節(jié)點
是否對全樓強制采用剛性樓板假定 否
采用的樓層剛度算法 層間剪力比層間位移算法
結(jié)構(gòu)所在地區(qū) 全國
風荷載信息 ..........................................
修正后的基本風壓 (kN/m2): WO = 0.60
地面粗糙程度: B 類
結(jié)構(gòu)基本周期（秒）: T1 = 0.26
體形變化分段數(shù): MPART= 1
各段最高層號: NSTi = 1
各段體形系數(shù): USi = 1.30
地震信息 ............................................
振型組合方法(CQC耦聯(lián);SRSS非耦聯(lián)) CQC
計算振型數(shù): NMODE= 3
地震烈度: NAF = 7.00
場地類別: KD = 3
設(shè)計地震分組: 一組
特征周期 TG = 0.45
多遇地震影響系數(shù)最大值 Rmax1 = 0.08
罕遇地震影響系數(shù)最大值 Rmax2 = 0.50
框架的抗震等級: NF = 3
剪力墻的抗震等級: NW = 3
活荷質(zhì)量折減系數(shù): RMC = 0.50
周期折減系數(shù): TC = 1.00
結(jié)構(gòu)的阻尼比 (%): DAMP = 5.00
是否考慮偶然偏心: 是
是否考慮雙向地震扭轉(zhuǎn)效應(yīng): 否
斜交抗側(cè)力構(gòu)件方向的附加地震數(shù) = 0
活荷載信息 ..........................................
考慮活荷不利布置的層數(shù) 從第 1 到1層
柱、墻活荷載是否折減 不折算
傳到基礎(chǔ)的活荷載是否折減 折算
------------柱，墻，基礎(chǔ)活荷載折減系數(shù)-------------
計算截面以上的層數(shù)---------------折減系數(shù)
1 1.00
2---3 0.85
4---5 0.70
6---8 0.65
9---20 0.60
> 20 0.55
調(diào)整信息 ........................................
中梁剛度增大系數(shù)： BK = 1.00
梁端彎矩調(diào)幅系數(shù)： BT = 0.85
梁設(shè)計彎矩增大系數(shù)： BM = 1.00
連梁剛度折減系數(shù)： BLZ = 0.70
梁扭矩折減系數(shù)： TB = 0.40
全樓地震力放大系數(shù)： RSF = 1.00
0.2Qo 調(diào)整起始層號： KQ1 = 0
0.2Qo 調(diào)整終止層號： KQ2 = 0
頂塔樓內(nèi)力放大起算層號： NTL = 0
頂塔樓內(nèi)力放大： RTL = 1.00
九度結(jié)構(gòu)及一級框架梁柱超配筋系數(shù) CPCOEF91 = 1.15
是否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525 = 1
是否調(diào)整與框支柱相連的梁內(nèi)力 IREGU_KZZB = 0
剪力墻加強區(qū)起算層號 LEV_JLQJQ = 1
強制指定的薄弱層個數(shù) NWEAK = 0
配筋信息 ........................................
梁主筋強度 (N/mm2): IB = 300
柱主筋強度 (N/mm2): IC = 300
墻主筋強度 (N/mm2): IW = 300
梁箍筋強度 (N/mm2): JB = 210
柱箍筋強度 (N/mm2): JC = 210
墻分布筋強度 (N/mm2): JWH = 210
梁箍筋最大間距 (mm): SB = 100.00
柱箍筋最大間距 (mm): SC = 100.00
墻水平分布筋最大間距 (mm): SWH = 150.00
墻豎向筋分布最小配筋率 (%): RWV = 0.30
單獨指定墻豎向分布筋配筋率的層數(shù): NSW = 0
單獨指定的墻豎向分布筋配筋率(%): RWV1 = 0.60
設(shè)計信息 ........................................
結(jié)構(gòu)重要性系數(shù): RWO = 1.00
柱計算長度計算原則: 有側(cè)移
梁柱重疊部分簡化: 不作為剛域
是否考慮 P-Delt 效應(yīng)： 否
柱配筋計算原則: 按單偏壓計算
鋼構(gòu)件截面凈毛面積比: RN = 0.85
梁保護層厚度 (mm): BCB = 30.00
柱保護層厚度 (mm): ACA = 30.00
是否按砼規(guī)范(7.3.11-3)計算砼柱計算長度系數(shù): 否
荷載組合信息 ........................................
恒載分項系數(shù): CDEAD= 1.20
活載分項系數(shù): CLIVE= 1.40
風荷載分項系數(shù): CWIND= 1.40
水平地震力分項系數(shù): CEA_H= 1.30
豎向地震力分項系數(shù): CEA_V= 0.50
特殊荷載分項系數(shù): CSPY = 0.00
活荷載的組合系數(shù): CD_L = 0.70
風荷載的組合系數(shù): CD_W = 0.60
活荷載的重力荷載代表值系數(shù): CEA_L = 0.50
剪力墻底部加強區(qū)信息.................................
剪力墻底部加強區(qū)層數(shù) IWF= 1
剪力墻底部加強區(qū)高度(m) Z_STRENGTHEN= 4.70
*********************************************************
* 各層的質(zhì)量、質(zhì)心坐標信息 *
*********************************************************
層號 塔號 質(zhì)心 X 質(zhì)心 Y 質(zhì)心 Z 恒載質(zhì)量 活載質(zhì)量
(m) (m) (t) (t)
1 1 7.971 25.871 4.700 40.9 0.9
活載產(chǎn)生的總質(zhì)量 (t): 0.937
恒載產(chǎn)生的總質(zhì)量 (t): 40.948
結(jié)構(gòu)的總質(zhì)量 (t): 41.885
恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載
結(jié)構(gòu)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量
活載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活載折減后的結(jié)果 (1t = 1000kg)
*********************************************************
* 各層構(gòu)件數(shù)量、構(gòu)件材料和層高 *
*********************************************************
層號 塔號 梁數(shù) 柱數(shù) 墻數(shù) 層高 累計高度
(混凝土) (混凝土) (混凝土) (m) (m)
1 1 7(25) 4(25) 0(25) 4.700 4.700
*********************************************************
* 風荷載信息 *
*********************************************************
層號 塔號 風荷載X 剪力X 傾覆彎矩X 風荷載Y 剪力Y 傾覆彎矩Y
1 1 33.95 34.0 159.6 36.61 36.6 172.1
===========================================================================
各樓層等效尺寸(單位:m,m**2)
===========================================================================
層號 塔號 面積 形心X 形心Y 等效寬B 等效高H 最大寬BMAX 最小寬BMIN
1 1 36.10 7.97 25.87 6.23 5.78 6.23 5.78
===========================================================================
各樓層的單位面積質(zhì)量分布(單位:kg/m**2)
===========================================================================
層號 塔號 單位面積質(zhì)量 g[i] 質(zhì)量比 max(g[i]/g[i-1],g[i]/g[i+1])
1 1 1160.08 1.00
===========================================================================
計算信息
===========================================================================
Project File Name : 1
計算日期 : 2009. 1. 1
開始時間 : 11:59: 1
可用內(nèi)存 : 391.00MB
第一步: 計算每層剛度中心、自由度等信息
開始時間 : 11:59: 1
第二步: 組裝剛度矩陣并分解
開始時間 : 11:59: 1
Calculate block information
剛度塊總數(shù): 1
自由度總數(shù): 21
大約需要 2.1MB 硬盤空間
剛度組裝：從 1 行到 21 行
第三步: 地震作用分析
開始時間 : 11:59: 1
方法 1 (側(cè)剛模型)
起始列 = 1 終止列 = 3
第四步: 計算位移
開始時間 : 11:59: 1
形成地震荷載向量
形成風荷載向量
形成垂直荷載向量
Calculate Displacement
LDLT 回代：從 1 列到 22 列
寫出位移文件
第五步: 計算桿件內(nèi)力
開始時間 : 11:59: 1
活載隨機加載計算
計算桿件內(nèi)力
結(jié)束日期 : 2009. 1. 1
時間 : 11:59: 1
總用時 : 0: 0: 0
===========================================================================
各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息
Floor No : 層號
Tower No : 塔號
Xstif，Ystif : 剛心的 X，Y 坐標值
Alf : 層剛性主軸的方向
Xmass，Ymass : 質(zhì)心的 X，Y 坐標值
Gmass : 總質(zhì)量
Eex，Eey : X，Y 方向的偏心率
Ratx，Raty : X，Y 方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值
Ratx1，Raty1 : X，Y 方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度70%的比值
或上三層平均側(cè)移剛度80%的比值中之較小者
RJX，RJY，RJZ: 結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度
===========================================================================
Floor No. 1 Tower No. 1
Xstif= 7.9710(m) Ystif= 25.8709(m) Alf = 45.0000(Degree)
Xmass= 7.9710(m) Ymass= 25.8709(m) Gmass= 42.8214(t)
Eex = 0.0000 Eey = 0.0000
Ratx = 1.0000 Raty = 1.0000
Ratx1= 1.2500 Raty1= 1.2500 薄弱層地震剪力放大系數(shù)= 1.00
RJX = 2.1247E+04(kN/m) RJY = 2.1241E+04(kN/m) RJZ = 0.0000E+00(kN/m)
---------------------------------------------------------------------------
============================================================================
抗傾覆驗算結(jié)果
============================================================================
抗傾覆彎矩Mr 傾覆彎矩Mov 比值Mr/Mov 零應(yīng)力區(qū)(%)
X風荷載 1319.4 106.4 12.40 0.00
Y風荷載 1214.7 114.7 10.59 0.00
X 地 震 1319.4 105.0 12.57 0.00
Y 地 震 1214.7 105.0 11.57 0.00
============================================================================
結(jié)構(gòu)整體穩(wěn)定驗算結(jié)果
============================================================================
層號 X向剛度 Y向剛度 層高 上部重量 X剛重比 Y剛重比
1 0.212E+05 0.212E+05 4.70 419. 238.42 238.35
該結(jié)構(gòu)剛重比Di*Hi/Gi大于10,能夠通過高規(guī)(5.4.4)的整體穩(wěn)定驗算
該結(jié)構(gòu)剛重比Di*Hi/Gi大于20,可以不考慮重力二階效應(yīng)
**********************************************************************
* 樓層抗剪承載力、及承載力比值 *
**********************************************************************
Ratio_Bu: 表示本層與上一層的承載力之比
----------------------------------------------------------------------
層號 塔號 X向承載力 Y向承載力 Ratio_Bu:X,Y
----------------------------------------------------------------------
1 1 0.1346E+03 0.1585E+03 1.00 1.00
樓面荷載圖（KN/M2）
======================================================================
周期、地震力與振型輸出文件
(側(cè)剛分析方法)
======================================================================
考慮扭轉(zhuǎn)耦聯(lián)時的振動周期(秒)、X,Y 方向的平動系數(shù)、扭轉(zhuǎn)系數(shù)
振型號 周 期 轉(zhuǎn) 角 平動系數(shù) (X+Y) 扭轉(zhuǎn)系數(shù)
1 0.2790 90.02 1.00 ( 0.00+1.00 ) 0.00
2 0.2790 0.02 1.00 ( 1.00+0.00 ) 0.00
3 0.2414 0.00 0.00 ( 0.00+0.00 ) 1.00
地震作用最大的方向 = 0.000 (度)
============================================================
僅考慮 X 向地震作用時的地震力
Floor : 層號
Tower : 塔號
F-x-x : X 方向的耦聯(lián)地震力在 X 方向的分量
F-x-y : X 方向的耦聯(lián)地震力在 Y 方向的分量
F-x-t : X 方向的耦聯(lián)地震力的扭矩
振型 1 的地震力
-------------------------------------------------------
Floor Tower F-x-x F-x-y F-x-t
(kN) (kN) (kN-m)
1 1 0.00 -0.01 0.00
振型 2 的地震力
-------------------------------------------------------
Floor Tower F-x-x F-x-y F-x-t
(kN) (kN) (kN-m)
1 1 33.51 0.01 0.01
振型 3 的地震力
-------------------------------------------------------
Floor Tower F-x-x F-x-y F-x-t
(kN) (kN) (kN-m)
1 1 0.00 0.00 -0.01
各振型作用下 X 方向的基底剪力
-------------------------------------------------------
振型號 剪力(kN)
1 0.00
2 33.51
3 0.00
各層 X 方向的作用力(CQC)
Floor : 層號
Tower : 塔號
Fx : X 向地震作用下結(jié)構(gòu)的地震反應(yīng)力
Vx : X 向地震作用下結(jié)構(gòu)的樓層剪力
Mx : X 向地震作用下結(jié)構(gòu)的彎矩
Static Fx: 靜力法 X 向的地震力
------------------------------------------------------------------------------------------
Floor Tower Fx Vx (分塔剪重比) (整層剪重比) Mx Static Fx
(kN) (kN) (kN-m) (kN)
(注意:下面分塔輸出的剪重比不適合于上連多塔結(jié)構(gòu))
1 1 33.51 33.51( 8.00%) ( 8.00%) 157.49 33.51
抗震規(guī)范(5.2.5)條要求的X向樓層最小剪重比 = 1.60%
X 方向的有效質(zhì)量系數(shù): 100.00%
============================================================
僅考慮 Y 向地震時的地震力
Floor : 層號
Tower : 塔號
F-y-x : Y 方向的耦聯(lián)地震力在 X 方向的分量
F-y-y : Y 方向的耦聯(lián)地震力在 Y 方向的分量
F-y-t : Y 方向的耦聯(lián)地震力的扭矩
振型 1 的地震力
-------------------------------------------------------
Floor Tower F-y-x F-y-y F-y-t
(kN) (kN) (kN-m)
1 1 -0.01 33.51 0.00
振型 2 的地震力
-------------------------------------------------------
Floor Tower F-y-x F-y-y F-y-t
(kN) (kN) (kN-m)
1 1 0.01 0.00 0.00
振型 3 的地震力
-------------------------------------------------------
Floor Tower F-y-x F-y-y F-y-t
(kN) (kN) (kN-m)
1 1 0.00 0.00 0.00
各振型作用下 Y 方向的基底剪力
-------------------------------------------------------
振型號 剪力(kN)
1 33.51
2 0.00
3 0.00
各層 Y 方向的作用力(CQC)
Floor : 層號
Tower : 塔號
Fy : Y 向地震作用下結(jié)構(gòu)的地震反應(yīng)力
Vy : Y 向地震作用下結(jié)構(gòu)的樓層剪力
My : Y 向地震作用下結(jié)構(gòu)的彎矩
Static Fy: 靜力法 Y 向的地震力
------------------------------------------------------------------------------------------
Floor Tower Fy Vy (分塔剪重比) (整層剪重比) My Static Fy
(kN) (kN) (kN-m) (kN)
(注意:下面分塔輸出的剪重比不適合于上連多塔結(jié)構(gòu))
1 1 33.51 33.51( 8.00%) ( 8.00%) 157.49 33.51
抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比 = 1.60%
Y 方向的有效質(zhì)量系數(shù): 100.00%
============================================================
耦聯(lián)時的振型
Floor : 層號
Tower : 塔號
X-Disp : 耦聯(lián)振型在 X 方向的位移分量
Y-DISP : 耦聯(lián)振型在 Y 方向的位移分量
Angle-Z: 耦聯(lián)振型繞 Z 軸的轉(zhuǎn)角
振型 1
-------------------------------------------------------
Floor Tower X-Disp Y-DISP Angle-Z
(mm) (mm) (rad)
1 1 0.000 -1.000 0.000
振型 2
-------------------------------------------------------
Floor Tower X-Disp Y-DISP Angle-Z
(mm) (mm) (rad)
1 1 1.000 0.000 0.000
振型 3
-------------------------------------------------------
Floor Tower X-Disp Y-DISP Angle-Z
(mm) (mm) (rad)
1 1 0.000 0.000 -1.000
==========各樓層地震剪力系數(shù)調(diào)整情況 [抗震規(guī)范(5.2.5)驗算]==========
層號 X向調(diào)整系數(shù) Y向調(diào)整系數(shù)
1 1.000 1.000
混凝土構(gòu)件配筋簡圖
混凝土梁截面設(shè)計彎矩包絡(luò)圖
首層梁裂縫圖
現(xiàn)澆板彎矩圖
現(xiàn)澆板裂縫寬度圖
現(xiàn)澆板跨中撓度圖
現(xiàn)澆板跨中剪力圖
2.1.3.5 The project amount of concrete is calculated:
(1)Pool wall: [(L-t1)+(B-t1)]* 2* t1* h2
=[(6.200-0.450)+(4.400-0.450)]* 2* 0.450* 6.300 =55.00 m3
(2)Baseplate: (L+2* t2)* (B+2* t2)* h3
=(6.200+2* 0.300)* (4.400+2* 0.300)* 0.500 =17.00 m3
(3)Total square quantity of pond concrete =55.00+17.00 =72.00 m3
-----------------------------------------------------------------------
¡¾Pay attention to the straight design of pond V1.0 edition Date: 2009-01-02 02:15:58 ¡¿
=======================END OF FILE =================================
2.2 Enter the well and calculate the book
Carry out the norm:
" concrete structure design specification " (GB 50010-2002 ), this text is abbreviated as " the concrete norm "
" basic design specification of building ground " (GB 50007-2002 ), this text is abbreviated as " the norm of the ground "
" structures structure design specification of the drainage system that supply water " (GB50069-2002 ), this text is abbreviated as" giving and draining off
water the structure norm "
" armored concrete pond structural design rules of the drainage system that supply water " (CECS138-2002 ), this text is abbreviated as " the structure rules
of the pond "
-----------------------------------------------------------------------
2.2.1 Basic materials
2.2.1.1 Information of geometry
Type of the pond: There is no top cover Half on the ground
Length L =2.500m, width B =2.000m, high H =6.800m, the bottom elevation of the baseplate =-6.500m
Thick h3 of bottom of the pool =500mm, thick t1 of pool wall =250mm, chooses length t2 outside the baseplate =300mm
Note: Ground elevation is ¡À 0.000.
(plane figure) (section system )
2.2.1.2 Soil water information
Soil natural serious degrees of 18.00 kN/m3, soil saturation serious degrees of 20.00kN/m3, 30 degrees of angles of friction in soil
The ground bears the weight of the characteristic value fak of strength =100.0kPa, the width revises coefficient ¦Ç b =0.00, bury and revise coefficient ¦Ç d
deeply =1.00
Water table elevation - 3.000m, 6.300m of depth of water in the pool, water duplicates each other and spends 10.00kN/m3 in the pool,
Floating asks strength to roll over and reduce coefficient 1.00 , resist and float safety coefficient Kf =1.05
2.2.1.3 Load information
Live load: Ground 10.00kN/m2, coefficient 0.90 of making up value
Load and divide a coefficient permanently : Pond dead weight is 1.20 , other 1.27
The live load divides a coefficient: Underground water pressure 1.27 , other 1.27
The live load is worth coefficient accurately for ever: The roof is 0.40, ground is 0.40, groundwater is 1.00, warm humidity 1.00
Do not consider warm humidity function .
2.2.1.4 Concrete information of reinforcing bar
Concrete: Grade C30, serious degrees of 25.00kN/m3, to moor is loose than 0.20
The thickness of antiabrasion layer (mm ): Pool wall (35 inside, 35 outside), the baseplate (above 35, leave 35)
The rank of reinforcing bar : HRB335, the limit of width of crack: 0.10mm, matches the muscle and adjusts coefficient: 1.00
2.2.2 Calculate the content
(1)The ground bears the weight of strength checking computations
(2)Resist and float checking computations
(3)Load and calculate
(4)The internal force (not consider temperature function ) is calculated
(5)Match the muscle to calculate
(6)Crack checking computations
(7)The project amount of concrete is calculated
2.2.3 Computational process and result
The unit proves : Curved square : kN.m/m The area of reinforcing bar : The width of mm2 crack: mm
Calculating proves: The two-way board is calculated to press the form of checking
Load permanently : Conduct oneself with dignity pond structure,not the vertical in soil to and side direction pressure,hold inside water pressure strength .
Live load: The live load of the roof, ground live load, underground water pressure strength , the warm humidity changes function .
The width of crack is calculated according to the long-term the effect is made accurately up .
2.2.3.1 The ground bears the weight of strength checking computations
(1)The basis pressure calculating
a.The pond conducts oneself with dignity Gc is calculated
Dead weight G2 of pool wall =305.00kN
Baseplate dead weight G3 =100.75kN
Pond structure dead weight Gc =G2+G3 =405.75 kN
b.Heavy Gw of water is calculated in the pool
Heavy Gw of water in the pool =189.00 kN
c.Cover soil weight to calculate
The pool carries and covers soil weight Gt1 =0 kN
The pool carries groundwater weight Gs1 =0 kN
Choose and cover soil weight Gt2 outside the baseplate =257.04 kN
Choose groundwater weight Gs2 outside the baseplate =91.80 kN
Cover soil total weight Gt above basis = Gt1 + Gt2 =257.04 kN
Total weight Gs of groundwater above basis = Gs1 + Gs2 =91.80 kN
d.Function Gh of live load
Effort Gh1 of live load of the roof =7.50 kN
Effort Gh2 of live load of ground =30.60 kN
Effort total Gh of live load =Gh1+Gh2 =38.10 kN
e.Basis pressure Pk
The area of basis: A =(L+2* t2)* (B+2* t2) =3.100* 2.600 =8.06 m2
Basis pressure: Pk =(Gc+Gw+Gt+Gs+Gh)/A
=(405.75+189.00+257.04+91.80+38.10)/8.060 =121.80 kN/m2
(2)Revise the ground and bear the weight of strength
a.Calculate basic bottom surface weighted average serious degrees of rm of soil the above
rm =[3.500* (20.00-10)+3.000* 18.00]/6.500
=13.69 kN/m3
b.Calculate basic bottom surface following serious degrees of r of soil
Consider groundwater function , fetch and float heavy degree, r =20.00-10 =10.00kN/m3
c.According to the request of basic norm , revise the ground and bear the weight of strength :
fa = + ¦Çd¦Ãm (d - 0.5 ) of fak + ¦Çb ¦Ã (b - 3 )
=100.00+0.00* 10.00* (3.000-3)+1.00* 13.69* (6.500-0.5)
=182.15 kPa
(3)Conclusion: Pk =121.80 < fa =182.15 KPa, the ground bears the weight of strength and meets the demands.
2.2.3.2 Resist and float checking computations
Resist buoyancy Gk =Gc+Gt+Gs =405.75+257.04+91.80 =754.59 kN
Buoyancy F =(2.500+2* 0.300)* (2.000+2* 0.300)* 3.500* 10.0* 1.00
=282.10 kN
Gk/F =754.59/282.10 =2.67 >Kf =1.05, resist and float and meet the demands.
2.2.3.3 Load and calculate
(1)The pool wall loads and calculates:
a.Load outside the pool:
Initiative soil pressure coefficient Ka =0.33
The soil pressure of the side direction loads and makes up(kN/m2):
Position (elevation ) Standard value of the soil pressure Standard value of water pressure strength Standard value in year that live Make
up basically Make accurately up
Pool wall top (0.300 ) 0.00 0.00 0.00 0.00 0.00
Ground (0.000 ) 0.00 0.00 3.33 3.81 1.33
The groundwater is located in (- 3.000) 18.00 0.00 3.33 26.67 19.33
Baseplate top surface (- 6.000) 28.00 30.00 3.33 77.47 59.33
b.Water pressure strength of the bottom in the pool: Standard value =63.00 KN/m2, makes the designing value up basically =80.01 kN/m2
(2)Whether baseplate is it calculate to load (whether pool anhydrous, fill out soil outside the pool).
Standard value Gc that the structure of the pond conducts oneself with dignity =405.75kN
The above heavy standard value Gt of soil of bottom surface that basic =257.04kN
The above heavy standard value Gs of water of bottom surface that basic =91.80kN
The above standard value Gh of year of work of bottom surface that basic =38.10kN
The pond baseplate , the above vertical strokes , is made up basically to the pressure:
Qb = (405.75* 1.20+257.04* 1.27+91.80* 1.27+38.10* 1.27* 0.90)/8.060
=120.78kN/m2
The pond baseplate , the above vertical strokes , is made accurately up to the pressure:
Qbe = (405.75+257.04+91.80* 1.00+1.50* 5.000* 0.40+10.00* 3.060* 0.40)/8.060
=95.51kN/m2
The cloth is made netly up basically at the bottom of the board:
Q =120.78-0.500* 25.00* 1.20
=105.78 kN/m2
The cloth is made netly accurately up against strength at the bottom of the board:
Qe =95.51-0.500* 25.00
=83.01 kN/m2
(3)The baseplate loads calculated (have water in the pool, there is no soil outside the pool):
The pond baseplate , the above vertical strokes , is made up basically to the pressure:
Qb = [405.75* 1.20+(2.000* 1.500* 6.300)* 10.00* 1.27]/8.060 =90.19kN/m2
The cloth is made netly up basically at the bottom of the board:
Q =90.19-(0.500* 25.00* 1.20+6.300* 10.00* 1.27) = -4.82kN/m2
The pond baseplate , the above vertical strokes , is made accurately up to the pressure:
Qbe = [405.75+(2.000* 1.500* 6.300)* 10.00]/8.060 =73.79kN/m2
The cloth is made netly accurately up against strength at the bottom of the board:
Qe =73.79-(0.500* 25.00+6.300* 10.00) = -1.71kN/m2
2.2.3.4 Internal force, match the muscle and crack to calculate
Curved straight negative sign rule of square :
Pool wall: Inboard draw for, outside draw for shoulder
Baseplate: Upside draw for , go to side draw for shoulder
Load the mode of combination:
(1). Soil pressure function outside the pool (whether pool anhydrous, fill out soil outside the pool)
(2). Water pressure strength function in the pool (whether pool there is water, there is no soil outside the pool)
(3)L side pool wall internal force:
Calculate the span: Lx =2.250 m, Ly =6.300 M, trilateral and regular, carries and props up simply
Type of the pool wall: Deep pool wall
Computing technology: Whether part, 2L of 0<H<, according to trilateral and regular, carry the free two-way board is calculated. Lx =2.250,Ly =4.500
H> 2L part is calculated to the one-way board according to the level
H =Curved square (kN.m/m ) of pressure function of soil outside 2L place pool:
In the level turns towards and steps: Make up basically: 4.69, make accurately up : 3.34
The level is to the edge: Make up basically: -9.38, make accurately up : -6.68
H =Curved square (kN.m/m ) of strength function of water pressure in 2L place pool:
In the level turns towards and steps: Make up basically: -4.82, make accurately up : -3.80
The level is to the edge: Make up basically: 9.64, make accurately up : 7.59
H =2L place level is to the internal force, the level calculated with 0<H<2L part according to the two-way board is to the internal force, fetch great value.
Make the curved square form of function (kN.m/m ) up basically
Position Soil pressure outside the pool Water pressure strength in the pool Warm humidity function Make up basically
In the inboard- the level is stepped 10.12 - - 10.12
Horizontal edge - 21.59 - 21.59
Vertical while stepping 0.62 - - 0.62
Vertical top edge - 0.00 - 0.00
Vertical reason under - 20.26 - 20.26
While stepping outside- the level - -10.44 - -10.44
Horizontal edge -20.92 - - -20.92
Vertical while stepping - -0.64 - -0.64
Vertical top edge 0.00 - - 0.00
Vertical reason under -19.62 - - -19.62
Make the curved square form of function (kN.m/m ) up accurately for ever
Position Soil pressure outside the pool Water pressure strength in the pool Warm humidity function Make accurately up
In the inboard- the level is stepped 7.64 - - 7.64
Horizontal edge - 17.00 - 17.00
Vertical while stepping 0.47 - - 0.47
Vertical top edge - 0.00 - 0.00
Vertical reason under - 15.96 - 15.96
While stepping outside- the level - -8.22 - -8.22
Horizontal edge -15.77 - - -15.77
Vertical while stepping - -0.50 - -0.50
Vertical top edge 0.00 - - 0.00
Vertical reason under -14.98 - - -14.98
(4)B side pool wall internal force:
Calculate the span: Lx =1.750 m, Ly =6.300 M, trilateral and regular, carries and props up simply
Type of the pool wall: Deep pool wall
Computing technology: Whether part, 2L of 0<H<, according to trilateral and regular, carry the free two-way board is calculated. Lx =1.750,Ly =3.500
H> 2L part is calculated to the one-way board according to the level
H =Curved square (kN.m/m ) of pressure function of soil outside 2L place pool:
In the level turns towards and steps: Make up basically: 4.40, make accurately up : 3.25
The level is to the edge: Make up basically: -8.81, make accurately up : -6.51
H =Curved square (kN.m/m ) of strength function of water pressure in 2L place pool:
In the level turns towards and steps: Make up basically: -4.54, make accurately up : -3.57
The level is to the edge: Make up basically: 9.08, make accurately up : 7.15
H =2L place level is to the internal force, the level calculated with 0<H<2L part according to the two-way board is to the internal force, fetch great value.
Make the curved square form of function (kN.m/m ) up basically
Position Soil pressure outside the pool Water pressure strength in the pool Warm humidity function Make up basically
In the inboard- the level is stepped 6.84 - - 6.84
Horizontal edge - 14.69 - 14.69
Vertical while stepping 0.37 - - 0.37
Vertical top edge - 0.00 - 0.00
Vertical reason under - 12.56 - 12.56
While stepping outside- the level - -7.07 - -7.07
Horizontal edge -14.24 - - -14.24
Vertical while stepping - -0.38 - -0.38
Vertical top edge 0.00 - - 0.00
Vertical reason under -12.16 - - -12.16
Make the curved square form of function (kN.m/m ) up accurately for ever
Position Soil pressure outside the pool Water pressure strength in the pool Warm humidity function Make accurately up
In the inboard- the level is stepped 5.19 - - 5.19
Horizontal edge - 11.57 - 11.57
Vertical while stepping 0.28 - - 0.28
Vertical top edge - 0.00 - 0.00
Vertical reason under - 9.89 - 9.89
While stepping outside- the level - -5.56 - -5.56
Horizontal edge -10.78 - - -10.78
Vertical while stepping - -0.30 - -0.30
Vertical top edge 0.00 - - 0.00
Vertical reason under -9.29 - - -9.29
(5)Internal force of the baseplate:
Calculate the span: Lx =2.250m, Ly =1.750m, here and there supports simply + the pool wall transmits the curved square
Calculated by two-way board.
1.Fill out the soil outside the pool, load and make the curved square form of function (kN.m/m ) up when being anhydrous in the pool
Make the curved square form of function up basically
Position Simple Zhi Ji bottom is against strength The pool wall transmits the curved square The curved square superposing
In upside- L turns towards and steps 14.39 - -
In B turns towards and steps 21.08 - 11.71
Put the side - L to the edge 0.00 -12.16 -12.16
B is to the edge 0.00 -19.62 -19.62
In L turns towards and steps - -15.62 -1.23
In B turns towards and steps - -9.37 -
Make the curved square form of function up accurately for ever
Position Simple Zhi Ji bottom is against strength The pool wall transmits the curved square The curved square superposing
In upside- L turns towards and steps 11.29 - -
In B turns towards and steps 16.54 - 9.39
Put the side - L to the edge 0.00 -9.29 -9.29
B is to the edge 0.00 -14.98 -14.98
In L turns towards and steps - -11.93 -0.64
In B turns towards and steps - -7.16 -
2.There is water in the pool, when there is no soil outside the pool, load and make the curved square form of function (kN.m/m ) up
Make the curved square form of function up basically
Position Simple Zhi Ji bottom is against strength The pool wall transmits the curved square The curved square superposing
In upside- L turns towards and steps -0.66 16.13 15.48
In B turns towards and steps -0.96 9.68 8.72
L is to the edge 0.00 12.56 12.56
B is to the edge 0.00 20.26 20.26
Make the curved square form of function up accurately for ever
Position Simple Zhi Ji bottom is against strength The pool wall transmits the curved square The curved square superposing
In upside- L turns towards and steps -0.23 12.70 12.47
In B turns towards and steps -0.34 7.62 7.28
L is to the edge 0.00 9.89 9.89
B is to the edge 0.00 15.96 15.96
(6)Match the muscle and crack:
Match the muscle computing technology: Calculated according to the single muscle that the board is drawn the reinforcing bar by the curved component.
The crack is calculated and calculated according to the appendix A formula of " structure rules of the pond ".
According to making up and curving the square and calculating and matching the muscle basically, according to making the curved square up and calculating the
crack accurately for ever, the result is as follows:
¢ÙL side pool wall matches the muscle and crack form (curved square: KN.m/m, area: Mm2/m, the crack: mm)
Position Curved square Calculate the area Mix the reinforcing bar in fact Mix the area in fact Width of crack
In the inboard- the level is stepped 10.12 536 D12@200 565 0.06
Horizontal edge 21.59 536 D12@150 754 0.08
Vertical while stepping 0.62 536 D12@200 565 0.00
Vertical top edge 0.00 536 D12@200 565 0.00
Vertical reason under 20.26 536 D12@150 754 0.08
While stepping outside- the level -10.44 536 D12@200 565 0.07
Horizontal edge -20.92 536 D12@150 754 0.08
Vertical while stepping -0.64 536 D12@200 565 0.00
Vertical top edge 0.00 536 D12@200 565 0.00
Vertical reason under -19.62 536 D12@150 754 0.07
¢ÚB side pool wall matches the muscle and crack form (curved square: KN.m/m, area: Mm2/m, the crack: mm)
Position Curved square Calculate the area Mix the reinforcing bar in fact Mix the area in fact Width of crack
In the inboard- the level is stepped 6.84 536 D12@200 565 0.04
Horizontal edge 14.69 536 D12@200 565 0.10
Vertical while stepping 0.37 536 D12@200 565 0.00
Vertical top edge 0.00 536 D12@200 565 0.00
Vertical reason under 12.56 536 D12@200 565 0.08
While stepping outside- the level -7.07 536 D12@200 565 0.05
Horizontal edge -14.24 536 D12@200 565 0.09
Vertical while stepping -0.38 536 D12@200 565 0.00
Vertical top edge 0.00 536 D12@200 565 0.00
Vertical reason under -12.16 536 D12@200 565 0.08
¢ÛThe baseplate matches the muscle and crack form (curved square: KN.m/m, area: Mm2/m, the crack: mm)
Position Curved square Calculate the area Mix the reinforcing bar in fact Mix the area in fact Width of crack
In upside- L turns towards and steps 15.48 1072 D16@150 1340 0.02
In B turns towards and steps 11.71 1072 D16@150 1117 0.02
L is to the edge 12.56 1072 D16@150 1340 0.02
B is to the edge 20.26 1072 D16@150 1340 0.03
Put the side - in L turns towards and steps -1.23 1072 D16@150 1340 0.00
In B turns towards and steps - - - - -
L is to the edge -12.16 1072 D16@150 1340 0.02
B is to the edge -19.62 1072 D16@150 1340 0.03
Crack checking computations is satisfied .
2.2.3.5 The project amount of concrete is calculated:
(1)Pool wall: [(L-t1)+(B-t1)]* 2* t1* h2
=[(2.500-0.250)+(2.000-0.250)]* 2* 0.250* 6.300 =12.60 m3
(2)Baseplate: (L+2* t2)* (B+2* t2)* h3
=(2.500+2* 0.300)* (2.000+2* 0.300)* 0.500 =4.03 m3
(3)Total square quantity of pond concrete =12.60+4.03 =16.63 m3
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¡¾Pay attention to the straight design of pond V1.0 edition Date: 2009-01-02 00:36:27 ¡¿
=======================END OF FILE =================================
Calculate the book in 2.3 top awnings over a gateway
Total information ..............................................
Structural material information: Steel concrete structure
Concrete unit weight (kN/m3): Gc =25.00
Steel unit weight (kN/m3): Gs =78.00
Contained angle of horizontal strength (Rad): ARF =0.00
Story of the basement is counted : MBASE =0
Vertical to the information of loading and calculating: Construct with carry on one's shoulder or back the way of calculating according to simulation
The wind loads the information of calculating: Calculating X, the wind in Y two directions loads
Calculate information in earthquake strength : Calculate X, the earthquake strength of Y two directions
Load the information of calculating specially: Do not calculate
Structure classification : Frame structure
Story of skirt room is counted : MANNEX =0
Change layer it in one layer of number : MCHANGE =0
Yuan subdivide the largest length of controlling in the wall (m) DMAX =2.00
Whether wall yuans of side direction nodal message. Inside node
Whether adopt the rigidity floor to assume to the whole floor by force Deny
Floor rigidity algorithm adopted Cut strength than the displacement algorithm among layer among layer
Structure location The whole country
The wind loads information ..........................................
Basic wind pressure after revising (kN/m2): WO =0.60
Coarse degree of ground : B Kind
Basic cycle of structure ( Second): T1 =0.26
Change counts bodily form by stage: MPART =1
Every section of top number : NSTi =1
Every section of bodily form coefficient: USi =1.30
Earthquake information ............................................
The shaking type combined method (CQC coupling is united ; SRSS is not the coupling to unite ) CQC
Calculate the shaking type to count : NMODE =3
Earthquake intensity: NAF =7.00
Place classification : KD =3
Design the earthquake and divide into groups: One group
Characteristic cycle TG =0.45
It influences coefficient maximum Rmax1 to meet more earthquakes =0.08
It influences coefficient maximum Rmax2 to meet the earthquake rarly =0.50
The grade of antidetonation of the frame : NF =3
Cut the grade of antidetonation of the strength wall: NW =3
Living burden quality rolls over the coefficient of reducing: RMC =0.50
Cycle rolls over the coefficient of reducing: TC =1.00
Structure damping than (%): DAMP =5.00
Whether consider that accidental partial.
Whether consider that the two-way earthquake turns back the effect. Deny
Hand in the additional earthquake of resisting the component direction of the side force to count obliquly =0
Live load information ..........................................
Consider carrying on one's shoulder or back unfavorable layer that assigns and counting alive From 1 is to 1 floor
Whether post, wall live load are rolled over and reduced Do not convert
Pass to the basic live load and roll over and reduce Conversion
------------Post, the wall, the basic live load rolls over the coefficient of reducing -------------
Calculate that layer above section is counted ---------------Roll over the coefficient of reducing
1 1.00
2---3 0.85
4---5 0.70
6---8 0.65
9---20 0.60
>20 0.55
Adjust information ........................................
China's roof beam rigidity increases coefficient: BK =1.00
Curved square amplitude modulation coefficient in the roof beam end: BT =0.85
The roof beam is designed the curved square increases coefficient: BM =1.00
Even roof beam rigidity rolls over the coefficient of reducing: BLZ =0.70
The roof beam torsion rolls over the coefficient of reducing: TB =0.40
The earthquake strength of the whole floor enlarges coefficient: RSF =1.00
0.2Qo adjusts initial layer of number : KQ1 =0
0.2Qo adjusts and stops one layer of number : KQ2 =0
Carry the internal force of tower building to enlarge and start at one story of brass-wind instruments: NTL =0
Carry the internal force of tower building to enlarge: RTL =1.00
Nine degrees of structure and first class frame set a roof beam in place the post exceeds and matches muscle coefficient CPCOEF91 =1.15
Whether adjust floor earthquake strength IAUTO525 on 5.2.5 according to the antidetonation norm =1
Whether adjust roof beam internal force IREGU linking with frame pillar _ KZZB =0
Cut the wall strengthening area of strength start at one story of brass-wind instruments LEV _ JLQJQ =1
Force designated each of weakness counting NWEAK =0
Match muscle information ........................................
Main intensity of muscle of roof beam (N/mm2): IB =300
Main intensity of muscle of the post (N/mm2): IC =300
Main intensity of muscle of the wall (N/mm2): IW =300
Intensity of roof beam hoop muscle (N/mm2): JB =210
Intensity of post hoop muscle (N/mm2): JC =210
The wall is distributed the intensity of muscle (N/mm2): JWH =210
The largest interval of roof beam hoop muscle (mm): SB =100.00
The largest interval of post hoop muscle (mm): SC =100.00
The level of the wall is distributed the largest interval of muscle (mm): SWH =150.00
The wall is distributed and matched the muscle rate vertically minimumly to the muscle (%): RWV =0.30
Appoint the wall to count vertically to story distributing the muscle and matching the muscle rate alone: NSW =0
Whether designated wall vertical to distribute muscle buy the muscle rate (%) alone. RWV1 =0.60
Design information ........................................
Importance coefficient of the structure: RWO =1.00
Calculate the principle in computational length of the post: There are sides that are moved
Liang Zhu overlaps and simplifies partly: Not just regarded as the land
Whether consider P-Delt effect. Deny
The post matches the muscle and calculates the principle: Calculated by single bias voltage
It is the sectional in component in steel net Mao area than: RN =0.85
Thickness of antiabrasion layer of roof beam (mm): BCB =30.00
Thickness of antiabrasion layer of the post (mm): ACA =30.00
Whether calculate concrete post computational length coefficient according to the concrete norm (7.3.11-3 ). Deny
Load the information of making up ........................................
Divide a coefficient in permanent year: CDEAD =1.20
Live and divide a coefficient in year: CLIVE =1.40
The wind loads and divides a coefficient: CWIND =1.40
Horizontal earthquake strength divides a coefficient: CEA _ H =1.30
Divide a coefficient vertically to earthquake strength : CEA _ V =0.50
Load and divide a coefficient specially: CSPY =0.00
Association coefficient of the live load: CD _ L =0.70
Association coefficient which the wind loads: CD _ W =0.60
The gravity of the live load loads representative value coefficient: CEA _ L =0.50
Cut the information of strengthening area of wall bottom of strength .................................
Cut the story of strengthening area of wall bottom of strength count IWF =1
Cut the height of strengthening area of wall bottom of strength (m) Z _ STRENGTHEN =4.70
2012.10.30