地下室頂板施工通道加固專項(xiàng)方案-展示頁(yè)
2025-05-07 05:42本頁(yè)面
【正文】 1) 確定X向板底彎矩 Mx = 表中系數(shù)(γG*ｑgk+γQ*ｑqk)*Lo2 = (+*)*(*+*)* = kN*m 2) 確定計(jì)算系數(shù) αs = γo*Mx/(α1*fc*b*ho*ho) = *106/(**1000*160*160) = 3) 計(jì)算相對(duì)受壓區(qū)高度 ξ = 1sqrt(12*αs) = 1sqrt(12*) = 4) 計(jì)算受拉鋼筋面積 As = α1*fc*b*ho*ξ/fy = **1000*160* = 203mm 1) 確定Y向板底彎矩 My = 表中系數(shù)(γG*ｑgk+γQ*ｑqk)*Lo2 = (+*)*(*+*)* = kN*m 2) 確定計(jì)算系數(shù) αs = γo*Mx/(α1*fc*b*ho*ho) = *106/(**1000*160*160) = 3) 計(jì)算相對(duì)受壓區(qū)高度 ξ = 1sqrt(12*αs) = 1sqrt(12*) = 4) 計(jì)算受拉鋼筋面積 As = α1*fc*b*ho*ξ/fy = **1000*160* = 203mm2 1) 確定左邊支座彎矩 Mox = 表中系數(shù)(γG*ｑgk+γQ*ｑqk)*Lo2 = *(*+*)* = kN*m 2) 確定計(jì)算系數(shù) αs = γo*Mx/(α1*fc*b*ho*ho) = *106/(**1000*160*160) = 3) 計(jì)算相對(duì)受壓區(qū)高度 ξ = 1sqrt(12*αs) = 1sqrt(12*) = 4) 計(jì)算受拉鋼筋面積 As = α1*fc*b*ho*ξ/fy = **1000*160* = 502mm2 1) 確定右邊支座彎矩 Mox = 表中系數(shù)(γG*ｑgk+γQ*ｑqk)*Lo2 = *(*+*)* = kN*m 2) 確定計(jì)算系數(shù) αs = γo*Mx/(α1*fc*b*ho*ho) = *106/(**1000*160*160) = 3) 計(jì)算相對(duì)受壓區(qū)高度 ξ = 1sqrt(12*αs) = 1sqrt(12*) = 4) 計(jì)算受拉鋼筋面積 As = α1*fc*b*ho*ξ/fy = **1000*160* = 502mm2 1) 確定上邊支座彎矩 Moy = 表中系數(shù)(γG*ｑgk+γQ*ｑqk)*Lo2 = *(*+*)* = kN*m 2) 確定計(jì)算系數(shù) αs = γo*Mx/(α1*fc*b*ho*ho) = *106/(**1000*160*160) = 3) 計(jì)算相對(duì)受壓區(qū)高度 ξ = 1sqrt(12*αs) = 1sqrt(12*) = 4) 計(jì)算受拉鋼筋面積 As = α1*fc*b*ho*ξ/fy = **1000*160* = 502mm2 1) 確定下邊支座彎矩 Moy = 表中系數(shù)(γG*ｑgk+γQ*ｑqk)*Lo2 = *(*+*)* = kN*m 2) 確定計(jì)算系數(shù) αs = γo*Mx/(α1*fc*b*ho*ho) = *106/(**1000*160*160) = 3) 計(jì)算相對(duì)受壓區(qū)高度 ξ = 1sqrt(12*αs) = 1sqrt(12*) = 4) 計(jì)算受拉鋼筋面積 As = α1*fc*b*ho*ξ/fy = **1000*160* = 502mm2 5) 驗(yàn)算最小配筋率 ρ = As/(b*h) = 502/(1000*180) = %六、跨中撓度計(jì)算： Mk 按荷載效應(yīng)的標(biāo)準(zhǔn)組合計(jì)算的彎矩值 Mq 按荷載效應(yīng)的準(zhǔn)永久組合計(jì)算的彎矩值 Mk = Mgk + Mqk = (+*)*(+)* = kN*m Mq = Mgk+ψq*Mqk = (+*)*(+*)* = kN*m Bs 1) 計(jì)算按荷載荷載效應(yīng)的標(biāo)準(zhǔn)組合作用下，構(gòu)件縱向受拉鋼筋應(yīng)力 σsk = Mk/(*ho*As) (混凝土規(guī)范式 －3) = 106/(*160*461) = N/mm 2) 計(jì)算按有效受拉混凝土截面面積計(jì)算的縱向受拉鋼筋配筋率 矩形截面積: Ate = *b*h = *1000*180= 90000mm2 ρte = As/Ate (混凝土規(guī)范式 －4) = 461/90000 = % 3) 計(jì)算裂縫間縱向受拉鋼筋應(yīng)變不均勻系數(shù)ψ ψ = *ftk/(ρte*σsk) (混凝土規(guī)范式 －2) = *(%*) = ，所以取ψ = 4) 計(jì)算鋼筋彈性模量與混凝土模量的比值 αE αE = Es/Ec = 105/104 = 5) 計(jì)算受壓翼緣面積與腹板有效面積的比值 γf 矩形截面，γf=0 6) 計(jì)算縱向受拉鋼筋配筋率ρ ρ = As/(b*ho)= 461/(1000*160) = % 7) 計(jì)算受彎構(gòu)件的短期剛度 Bs Bs = Es*As*ho2/[++6*αE*ρ/(1+ 39。=0時(shí)，θ= (混凝土規(guī)范第 條) 2) 計(jì)算受彎構(gòu)件的長(zhǎng)期剛度 B B = Mk/(Mq*(θ1)+Mk)*Bs (混凝土規(guī)范式 ) = (*()+)*103 = 103 kN*m2 fmax = f*(qgk+qqk)*Lo4/B = *(+)*103 = 撓度限值fo=Lo/200=800/200= fmax=≤fo=，滿足規(guī)范要求!七、裂縫寬度驗(yàn)算: 1) 計(jì)算荷載效應(yīng) Mx = 表中系數(shù)(ｑgk+ｑqk)*Lo2 = (+*)*(+)* = kN*m 2) 帶肋鋼筋,所以取值vi= 3) 計(jì)算按荷載荷載效應(yīng)的標(biāo)準(zhǔn)組合作用下，構(gòu)件縱向受拉鋼筋應(yīng)力
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