學(xué)號(hào)：XXXXXXXXXX班級：XXXXXXX姓名：XXX工作任務(wù)一、鋼筋混凝土梁設(shè)計(jì)任務(wù)書。（1）基本資料：某支承在磚墻上得鋼筋混凝土矩形截面簡支梁（2級建筑物，其跨度圖所示該梁處于一類環(huán)境條件荷載標(biāo)準(zhǔn)值： =18KN/m(包括自重)，x0.（KN/mC25HRB335級鋼筋，箍筋和拉筋采用HPB235級鋼筋，試設(shè)計(jì)此梁。鋼筋混凝土簡支梁計(jì)算簡圖（單位：㎜）二、設(shè)計(jì)與計(jì)算內(nèi)容。基本資料材料強(qiáng)度： =11.9N/㎜ =1.27N/㎜ =300N/㎜=210N/㎜ l=7000㎜ =6760㎜ =10+22x0.5=21KN/m截面尺寸：b=250㎜ h=650㎜計(jì)算參數(shù)：K=1.20 c=30㎜內(nèi)力計(jì)算。228+225（）228+225（）=（1.05x +1.20x ）x =(1.05x18+1.2x21)x =149.08(KN)剪力圖 單位彎矩圖 單位（KN·m）擬定截面尺寸并復(fù)核。H=（ 1/8~1/2）l取h=650㎜ b=（1/3~1/2）h 取b=250㎜ 取 =50㎜=h- =650-50=600㎜ = =600㎜ 0.25 b =0.25x11.9x250x600=446.25KN>K =178.87KN故截面尺寸滿足抗剪條件。根據(jù)正截面受彎承載力要求，確定縱向鋼筋數(shù)量。=50㎜ =600㎜= = =0.3031- 1- =0.372≤0.85 =0.85x0.550=0.468（不會(huì)發(fā)生超筋破壞）=b /=11.9x250x0.372x600/300=2213.42213/(250x600)=1.48%> =0.2%（不會(huì)發(fā)生少筋破壞）=2c+ +3e=241<250（㎜）根據(jù)截面受剪承載力要求，確定腹筋數(shù)量。=0.7b =0.7x1.27x250x600=133.35<KV=178(KN)需按計(jì)算配置箍筋= =0.289（/㎜）用雙肢 6箍筋 57S ㎜S=150㎜ = = =0.152%> =0.15%沿高度設(shè)置2 的腰筋并設(shè)置 6@600的連系拉筋=0.7 b +1.25 =0.7x1.27x250x600+1.25x210x x600=193.2KN>KV=178.87KN 所以不用配彎起鋼筋裂縫寬度和變形驗(yàn)算。裂縫寬度驗(yàn)算，b=250㎜， ㎜， ㎜= = =0.1195 =238.88(KN·m)σsk=

= =205(30+c+0.07 )=2.1x x(30+30+0.07x )因?yàn)橐驗(yàn)樗约芰⒔钊?0.163< =0.3○2變形驗(yàn)算= / =2x /2.80x =7.14 = =0,S=5/48,l=7000㎜= = =0.01217=(0.025+0.28 )(1+0.55 +0.12 )=(0.025+0.28x7.14x0.012178)x2.80x x300x=7.687x (N·B=0.65 =0.65x7.687x =4.996 (N·=s =x =20.3㎜< =l/200=35㎜ 滿足要求鋼筋的布置及結(jié)構(gòu)施工圖。A-A17000+240-2x30+200+200=758027000+240-2x30+180x2=75403(650-60)x2+(250-60)x2+120=1680㎜ 7180÷150+1=4（有余數(shù)往前進(jìn)一）47000+240-2x30=71805250-2x30+4x6+6.25x6x2=289㎜ (7180600+1)x2=2（有余數(shù)往前進(jìn)一）序號(hào)形狀序號(hào)形狀直徑（mm）122007180200287180180180143190內(nèi)口65904718014521466200718020025總質(zhì)量（kg）204.54長度根數(shù)總長每米質(zhì)量質(zhì)量（mm）75802（m）15.16（kg/m）4.830（kg）73.227540215.081.21018.2516804982.320.22218.287180428.721.21034.75289267.510.2221.677580215.163.85058.37計(jì)算內(nèi)容