單向板結(jié)構(gòu)設(shè)計(jì)

331課程設(shè)計(jì)任務(wù)書1.1設(shè)計(jì)題目設(shè)計(jì)單層工業(yè)倉(cāng)庫(kù)的樓面結(jié)構(gòu)，采用現(xiàn)澆鋼筋混凝土單向板肋梁樓蓋。1.2設(shè)計(jì)內(nèi)容1、選定材料2、確定構(gòu)件截面尺寸3、板的設(shè)計(jì)按塑性理論計(jì)算內(nèi)力，計(jì)算板的正截面承載力，繪板平法施工圖。4、次梁設(shè)計(jì)按塑性理論計(jì)算內(nèi)力，計(jì)算梁的正、斜截面承載力，繪次梁平法施工圖5、主梁設(shè)計(jì)按彈性理論計(jì)算內(nèi)力，計(jì)算梁的正、斜截面承載力，繪彎矩包絡(luò)圖（須精確作圖），繪主梁平法施工圖。6、柱設(shè)計(jì)計(jì)算柱軸向力，按軸壓構(gòu)件進(jìn)行正截面承載力計(jì)算，繪柱平法施工圖。7、鋼筋量計(jì)算計(jì)算所有構(gòu)件包括板、次梁、主梁和柱的鋼筋用量，其中主梁上部縱筋截?cái)囗毎雌椒ê蛷澗匕j(luò)圖各計(jì)算一次（鋼筋量計(jì)算釆用鋼筋表進(jìn)行）。1.3設(shè)計(jì)資料屋面做法：30厚細(xì)石砼保護(hù)層（24KN/）202010厚混合砂漿頂棚抹灰（17KN/）1.3.2材料混凝土強(qiáng)度等級(jí)C25(/=11.9N/mm2,/t=1.27N/mm2)t梁內(nèi)縱筋為HRB335(/=300N/mm2)y箍筋及板內(nèi)鋼筋HPB235(/=/'=210N/mm2)yy題號(hào)54:某單層工廠倉(cāng)庫(kù)，采用磚混結(jié)構(gòu)，四周承重墻墻厚370mm，層高3.6m,柱下釆用獨(dú)立基礎(chǔ)，基頂標(biāo)高為一1.200。樓蓋為現(xiàn)澆鋼筋砼肋形樓蓋，其結(jié)構(gòu)平面布置如下圖所示。2課程設(shè)計(jì)計(jì)算書板的計(jì)算板按塑性理論計(jì)算。板厚h±l/40=2100/40=52.5mm,對(duì)工業(yè)建筑樓蓋，要求h±70mm,故取板厚h=80mm。次梁截面高度按人=1/8~1/12,h=367~550mm。取h=450mm,寬度b=h/3~h/2,b=150~225mm，取b=200mm。板的尺寸及支撐情況如下圖所示：荷載計(jì)算30厚細(xì)石砼保護(hù)層0.03X24=0.72KN/m?0.4KN/m0.4KN/m三氈四油防水層20厚水泥砂漿找平層0.02X20=0.4KN/m80厚鋼筋砼板0.08X25=2.0KN/m10厚混合砂漿頂棚抹灰0.01X17=0.17KN/m恒荷載標(biāo)準(zhǔn)值g=3.69kN/m2k活荷載標(biāo)準(zhǔn)值2.1—活荷載標(biāo)準(zhǔn)值2.1—0.12-02'I2丿m=1.88mq=6.0kN/m2k對(duì)于由可變荷載效應(yīng)控制的組合YS=yS+yS=1.2x3.69+1.3x6=12.228KN/m201ggkqqk對(duì)于由永久荷載效應(yīng)控制的組合YS=丫S+pyS=1.35x3.69+0.7x1.3x6=10.442KN/m202ggkCqqk因此,荷載實(shí)際值為12.228kN/m2。計(jì)算簡(jiǎn)圖板的計(jì)算跨度：邊跨1=1+0.5h=1.88+0.55x0.08=1.92m0n210210中間跨l二l二2.1—0.2二1.9m0n跨度差192—19二1.05%〈10%,可按等跨連續(xù)板計(jì)算內(nèi)力取lm寬板帶作1.9為計(jì)算單元，計(jì)算簡(jiǎn)圖如下圖所示：彎矩設(shè)計(jì)值連續(xù)板各截面彎矩計(jì)算截面邊跨中B支座中間跨跨中中間支座彎矩系數(shù)a1/11-1/111/16-1/14M=a（g+q）1—1xl2.2281.92=—Ll（）丄x12.228x1.92=2.7610—xl2.2281.92=4.1011——x12.22x1.蟲=—3.15/kN^m111614承載力計(jì)算b=1000mm,h=80mm,h=80一20=60mm,鋼筋采用HPB235級(jí)（于=0y210N/mm2）?；炷敛捎肅25（/=11.9N/mm2,=1.27N/mm2）,a二1.0。ct1邊區(qū)板帶（①-②，⑤-⑥軸線間）(1)邊跨跨中：M=4.10KN?m2x2x4.1x106X=計(jì)\）=60x（1—\1-1.0x11.9；1000；602）T1c0=6.05mm<0.35h=0.35x60=21mm02)求2)求As：afbx1.0x11.9x1000x6.05As二一二二343mm2P二max￡.2%,45f/fL0.27%mintyPbh=0.27%x1000x80=216mm2<343mm2min3)選配鋼筋:查附表11：選?8/10@180,As=358mm2。(2)離端第二支座：M=—4.10KN?m與(1)相同。(3)離端第二跨跨中、中間跨跨中：M=2.76KN?m2x2x2.76x106X=吧-\-f)=60x(f1-1.0x；1￡l000x602)T1c0二4.00mm<OS"。二0.35x60-21mm2)求2)求As：人a人afbx1.0x11.9x1000x4.00As二一二二227mm2>216mm22103)y3)y選配鋼筋?8@180,As=279mm2。(4)中間支座：M=-3.15KN?m2x3.15x2x3.15x106X=即-\Xf)=60xh-1.0x；1.9；；000x602)11c0二4.59訕<0.35你二21mm2)求As：4?fbx1.0x11.9x1000x4.59210As二一二二260mm2>216mm2210y3)算配鋼筋：?8@180,As=279mm2。中間板帶(②-⑤軸線間)(1)邊跨跨中：M=4.10KN?mAs=343mm2選配：?8@200,As=393mm2。

(2)離端第二支座：M=—4.1KN?m選配：?8/10@200,As=322mm2(3)離端第二跨跨中、中間跨跨中：M=0.8X2.76=2.2081KN?m求x：x=h(1—x=h(1—：1—2M0liafbh21c02x2.208x106)_60(11-1.0x11.9x1000x6O2)=3-18mm<°?35h0二21mm求As：afbx1.0x11.9x1000x3.18210As二一二二180mm2<216mm2210取As=216mm2選配鋼筋?8@200,As=251mm2。截面1B2C①一②②一⑤①一②②一⑤M(KN?m)4.10-5.283.632.91-3.7-0.8*3.7=--2.96計(jì)算鋼筋/mm2343326218177254204選配鋼筋?8@/10@180?8@150?8@220?8@220?8@190?8@190實(shí)配鋼筋/mm2As=335As=335As=228A=228SA=265SA=265S2.2次梁計(jì)算次梁按塑性理論計(jì)算。取主梁主梁截面高度h=存掙二咕訃)x6300mm=(420?630)mm，取主梁截面高度h=600mm。主梁寬b=(3~5)h=(3~5)x600mm=(200?300)mm，取b=250mm。次梁的尺寸及支撐情況如下圖所示：

2.2.1荷載計(jì)算恒荷載標(biāo)準(zhǔn)值板傳來恒荷載3.69x2.1二7.75KN/m2.2.1荷載計(jì)算恒荷載標(biāo)準(zhǔn)值板傳來恒荷載3.69x2.1二7.75KN/m次梁自重25x0.2x(0.45-0.08)=1.85KN/m梁側(cè)抹灰17x0.01x(0.45-0.08)x2=0.13KN/m合計(jì)g二9.73KN/mk活荷載標(biāo)準(zhǔn)值（由板傳來）q=6x2.1=12.6KN/mk對(duì)于由可變荷載效應(yīng)控制的組合YS=yS+yS=1.2x9.73+1.3x12.6=28.05KN/m01ggkqqk對(duì)于由永久荷載效應(yīng)控制的組合YS=丫S+pyS=1.35x9.73+0.7x1.3x12.6=24.6KN/m02ggkCqqk因此，荷載實(shí)際值為28.05kN/m2。計(jì)算簡(jiǎn)圖次梁的計(jì)算跨度：邊跨：l=6355mmna240l=l+=6355+=6475mm0n22中間跨：/二6350mmn/二/二6350mm0n跨度差6475-6350=2%<10%，可按等跨連續(xù)梁進(jìn)行內(nèi)力計(jì)算，其計(jì)算簡(jiǎn)6350圖如下圖所示：

彎矩設(shè)計(jì)值和剪力設(shè)計(jì)值次梁各截面彎矩計(jì)算截面邊跨中B離端第二支座中間跨跨中中間支座彎矩系數(shù)a1/11-1/111/16-1/14M=a(g+q)—X28.05X6.47521—X28.05X6.35021——x28.05x6.35012/KN?m011x2805x—6.47521614=10711=107=70.69=—80.79次梁各截面剪力計(jì)算截面端支座離端第二支座左離端第二支座右中間支座剪力系數(shù)B0.450.600.550.55v=,(g+q)in/KN0.45x28.05x6.355=80.210.60x28.05x6.355=106.950.55x28.05x6.35=97.960.55x28.05x6.35=97.96正截面承載力計(jì)算支座截面按矩形截面計(jì)算，跨中截面按T形截面計(jì)算。翼緣計(jì)算跨度：h二450—35二415mm0h'f/h二80/415二0.19>0.10邊跨：Il/3=6475/3=2158mmb'f=<0min[b+S=200+1900=2100mmn=2100mm離端第二跨、中間跨：b'fl/3=6350/3=2117mmb'f0minb+S=200+1900=2100mmminn=2100mm梁高h(yuǎn)=450mm,翼緣厚度hf=80mm,除離端第二支座縱向鋼筋按兩排布置(h=450-60=390mm)外，其余截面均按一排縱筋考慮(h=450-35=415mm，縱00筋采用HRB335級(jí)鋼筋)，箍筋采用HPB235級(jí)鋼筋(f=210N/mm2),混凝土采yv用C25(/=11.9N/mm2,=1.27N/mm2),a=1.0。ct1(1)邊跨跨中：M=107KN?m判別T形截面類型h'afb'h'(h-f=1.0x11.9x2100x80x(415-80/2)=749.7KN-m>1071cff02KN?m按T形截面第一類進(jìn)行計(jì)算。2x2x107x106x=h(1-.1-0'簽)=AWL1.0xx=h(1-.1-0'1cf0=10.45mm<0.35h=0.35x415=145.25mm03)求AsAs=也空=xH.9x2100x10?45=870mm2300P=max{).2%,45f/fL0.2%mintyPbh=0.2%x200x450=180mm2<870mm2min4)選配鋼筋4)選配鋼筋220+118,As=883mm2。(2)離端第二支座：M=T07KN?m判別單雙筋

afbh2X0.35(1—0.5x0.35)=1.0x11.9x200x3902x0.35x(1-0.5x0.35)1c0二105KN-m<107KN-m按雙筋矩形截面進(jìn)行計(jì)算。求As'令x=0.35h0_M—afbh2x0.35(1—0.5x0.35)AS=1—c0f(h-a')y0s107x106—105x106==18.7mm2300x(390—35)選配鋼筋：5)求Asafbx+As'f'As=—yfy1.0x11.9x200x136.5+As'f'=y300=1101.6mm2選配鋼筋220+218，As=1137mm2(3)離端第二跨跨中、中間跨跨中：M=70.69KN?m求x=h(1—.1—0—2=h(1—.1—0—2M)=415(1—afb'h21cf01—)1.0x11.9x2100x4152=6.87mm<0.35h=0.35x415=145.25mm0求Asafb'x1.0x11.9x2100x6.87As=20+118，As=568mm2cf==572mm220+118，As=568mm2f300y選配鋼筋svsv(4)中間支座：M=-80.79KN?m判別單雙筋afbh2X0.35(1—0.5x0.35)=1.0x11.9x200x4152x0.35x(1-0.5x0.35)1c0二118.36KN-m>80.79KN-m按單筋矩形截面進(jìn)行計(jì)算。求x=h(1—=h(1—.1—02M)=415(1—2x80.79x106-—1.0x11.9x200x4152=92mm<0.35h=0.35x415=145.25mm0求As1.0x1.0x11.9x200x92300二730mm2>180mm2y選配鋼筋218+116，As=710mm22.2.5次梁斜截面承載力計(jì)算(1)端支座左：V=80.21KN1)截面尺寸驗(yàn)算0.250fbh=0.25x1.0x11.9x200x415cc0二246.9KN>80.21KN滿足最小截面尺寸要求。判斷配箍類型0.7fbh二0.7x1.27x200x415二73.8KN<80.21KNt0為計(jì)算配箍。選配箍筋①8(2),A=101mm2sv1.25fhA1.25x210x415x101S二yv0化二二1716mmV—0.7fbh°80.21x103—73.8x103①8(2)@200,A=101mm2(2)離端第二支座左：V=106.95KN1)截面尺寸驗(yàn)算0.25Pfbh二0.25x1.0x11.9x200x390cc0二232KN>106.95KN滿足最小截面尺寸要求。判斷配箍類型0.7fbh二0.7x1.27x200x390二69.3KN<106.95KNt0為計(jì)算配箍。選配箍筋①8(2),A=101mm2svfhA1.25x210x390x101S二yv0皿二二275mm-0.7fbh°106.95x103-63.9x103①8(2)@200,A=101mm2sv(3)離端第二支座右：V=97.96KN1)截面尺寸驗(yàn)算0.25Pfbh二0.25x1.0x11.9x200x390cc0二232KN>97.96KN滿足最小截面尺寸要求。2)判斷配箍類型0.7fbh二0.7x1.27x200x390二69.3KN<97.96KNt0為計(jì)算配箍。選配箍筋①8(2),A=101mm2sv1.25fhA1.25x210x390x101S二yv0皿二二361mm-0.7fbh°97.96x103-63.9x103①8(2)@200,A=101mm2sv(4)中間支座：V=97.96KN1)截面尺寸驗(yàn)算0.250fbh=0.25x1.0x11.9x200x415cc0二246.9KN>97.96KN滿足最小截面尺寸要求。判斷配箍類型0.7fbh二0.7x1.27x200x415二73.8KN<97.96KNt0為計(jì)算配箍。選配箍筋①8(2),A=101mm2svfhA1.25x210x415x101S二yv0皿二二455mmV-0.7fbh°97.96x103-73.8x103①8(2)@200,A=101mm2sv(5)最小配股率驗(yàn)算nA101P===0.26%>0.25f/f=0.15%svbs200x200tyV故滿足要求。截面邊跨中B支座中間跨跨中中間支座M(KN?m)107-10770.69-80.79A's18.7AS8701101.6572730選配鋼筋220+118220+218120+118218+116實(shí)配鋼筋/mm2As=883A'=sa=1137sA=568sA=710s主梁計(jì)算主梁按彈性理論計(jì)算。2.3.1柱子截面尺寸l=3600+1200=4800mm0b>l/30=4800/30=160mm0h>l/25=4800/25=192mm0取bXh=300mmX300mm（EI/1）梁/（EI/1）柱=（氣2：；駕03）/（Ex300x3OO3，12x4800）=5.08>4故可將主梁是為鉸支于柱子上的連續(xù)梁進(jìn)行計(jì)算；兩端支撐于磚墻上亦可視為鉸支。主梁的尺寸如下圖所示：2.3.2荷載計(jì)算恒荷載標(biāo)準(zhǔn)值次梁傳來的恒荷載9.73x6.6=64.22KN主梁自重25x0.25x(0.6-0.08)x2.1=6.825KN/m梁側(cè)抹灰17x0.01x(0.6-0.08)x2x2.1=0.37KN/m合計(jì)g=71.4KNk活荷載標(biāo)準(zhǔn)值對(duì)于由可變荷載效應(yīng)控制的組合q=12.6x6.6=83.2KNkS=yS+yS=1.2;71.4+1.3;83.2=194KN01ggkqqk對(duì)于由永久荷載效應(yīng)控制的組合S=YS+QYS=1.35;371.4+0.7;1.3;83.2=172KN02ggkCqqk因此，荷載實(shí)際值為194KN。其中恒荷載設(shè)計(jì)值為G=1.2g=86KN，活荷載設(shè)計(jì)值為Q=1.3q=108KNkk主梁計(jì)算跨度的確定

邊跨：l=6030mmnl二l二l+-+-=6030+370+---=6365mm<1.0251+0.5a二6366mm0cn2222n取l=6365mm0中間跨：l=6300—300=6000mmnl=l=6300mm0c平均跨度：l06%5+6300)mm=6333mm2跨度差6365—63006300=1.03%<10%,可按等跨連續(xù)梁進(jìn)行內(nèi)力計(jì)算，其計(jì)算簡(jiǎn)圖如下圖所示：2.3.4彎矩設(shè)計(jì)值①ABB2.3.4彎矩設(shè)計(jì)值①ABBA邊跨跨中：k=0.244KNM=kGl=0.244x86x6.365=133.56KN-m0中間支座：k=-0.267M=kGl=—0.267x86x6.333=—145.42KN-m0中間跨跨中：k=0.067M=kGl=0.067x86x6.3=36.3KN-m0②△△ABCD(1)邊跨跨中:k=0.289M二kGl二0.289x108x6.365二198.66KN-m0(2)中間支座:k=-0.133M二kGl二—0.133x108x6.333二—90.98KN-m0(3)中間跨跨中：k③1）③1）邊跨跨中：中間支座：k=-0.133M二kGl二—0.133x108x6.333二—90.98KN-m0中間跨跨中：k=0.200M二kGl二0.200x108x6.3二136.08KN-m0AAAABC(1)邊跨跨中:k=0.229M二kGl二0.229x108x6.365二157.42KN-m0(2)中間支座：k=—0.311,k=—0.089BCM=kGl=—0.311x108x6.333=—212?7KN-BB0M=kGl=—0.089x108x6.333=—60.87KNCC0rrr(3)中間跨跨中:k=0.170M二kGl二0.170x108x6.3二115.67KN0主梁各截面剪力計(jì)算①A1A11AABCD(1)端支座:k=0.733V二kG二0.733x86二63KN(2)B支座左右：k=—1.267,k=1.000lrV=kG=—1.267x86=—108.96KNllV=kG=1.000x86=86KNrr(1)C支座左右：k=—1.000,k=1.267lrV二kG=—1.000x86=—86KNllV=kG=1.267x86=108.96KNrrBCAD⑴端支座：BCAD⑴端支座：k=0.866V二kG二0.866x108二93.5KN(2)B支座左右：k=—1.134,k=0lrV=kG=—1.134x108=—122.5KNllV=kG=0x108=0KNrr(3)C支座左右：k=0,k=1.134lrV二kG二0x108二0KNllV二kG二1.134x108二122.5KNABC④ABC④端支座：k=0.689二kG二0.689x108二75.1KNB支座左右：k=-1.311,k二1.222lr=kG=-1.311x108=-141.59KNll=kG=1.222x108=132KNrr⑶C支座左右：k=-0.77&k二0.089lr=kG=-0.778x108=-84.02KNll=kG=0.089x108=9.6KNrr序號(hào)端支座/KNB支座左側(cè)/KNB支座右側(cè)/KN①63-108.9686②93.5-122.50④75.1-141.59132組合值Vmin138.1-250.5586組合值Vmax156.5-231.46218主梁正截面承載力計(jì)算主梁正截面受彎矩承載力計(jì)算時(shí)，支座截面按矩形截面計(jì)算(假定為兩排布置h二h-a二600-70二530mm)；跨中截面按T形截面計(jì)算0s(h=80mm,h=600—35=565mm)；其翼緣計(jì)算寬度為f0邊跨：b'f=\10/3—6365/3—2122mmminIb+S=250+6350=6600mm=2122mm

離端第二跨、中間跨：Il/3=6300/3=2100mmb'f=<0min[b+S=250+6350=6600mmn=2100mm(1)邊跨跨中：M=332.22KN?m1)判別1)判別T形截面類型h'afb'h'(h--f)=1.0x11.9x2122x80x(565—80/2)=1060.57KN-m>332.22KN-m1cff02按T形截面第一類進(jìn)行計(jì)算。2)2x332.22x2x332.22x1061.0x11.9x2122x5652)x=h(1-,1--^)=565(1-；1-0afb'h2■1cf0=23.8mmh=0.55x565=310.75mmb03)求3)求As300As=OfZ=L。xa9x2122x23?8=2003mm2300P=max{.2%,45f/fL0.2%mintyPbh=0.2%x250x600=300mm2<2003mm2min6)選配鋼筋：6)選配鋼筋：425，As=1964mm2。7q(2)中間支座：M=-358.12+V-=-358.12+194x一=-329.02KN-m022判別單雙筋afbh2g(1-0.5^)=1.0x11.9x250x5302x0.55x(1-0.5x0.55)1c0bb=333.23KN-m>329.02KN-m按單筋矩形截面進(jìn)行計(jì)算。求x2x329.022x329.02x106x=h(1-,1-—)=530(1-1-)0afbh21.0x11.9x250x5302、1c0

=285.64mmh=0.55x530=291.5mmb01.0x11.9x2501.0x11.9x250x285.64300二2832.6mm2>300mm2,afbxAs二^-e——fy4）選配鋼筋625（2/4），As=2945mm2⑶中間跨跨中：M=172.38KN?m1）求xx=h（1x=h（1-.1-2M0afb'h2）二y1cf02x172.38x1061.0x11.9x2100x5652）=12.4mmh=0.55x530=291.5mmb02）求As=1033mm2>180mm2afb'x1.0x=1033mm2>180mm2As=—L_xf=f3003）y3）選配鋼筋418，As=1017mm2截面邊跨跨中中間支座中間跨跨中彎矩設(shè)計(jì)值(kN.m)332.22-329.02172.38A（mm2）AS20032832.61033選配鋼筋425625（2/4）422實(shí)配面積(mm2)as=1964as=2945as=1520主梁斜截面承載力計(jì)算（1）端支座：V=156.5KN1）截面尺寸驗(yàn)算0.250fbh=0.25x1.0x11.9x250x565cc0=420>156.5KN滿足最小截面尺寸要求。6)判斷配箍類型0.7fbh二0.7x1.27x250x565二125.57KN<156.5KNt0為計(jì)算配箍。選配箍筋①8(2),A=101mm2svfhA1.25x210x565x101S二yv0化二二484mmV-0.7fbh°156.5x103-125.57x103①8(2)@250,A=101mm2sv(2)中間支座左：V=-250.5