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1、附件1 現(xiàn)澆箱梁滿堂支架受力計(jì)算書一、現(xiàn)澆箱梁滿堂支架布置及搭設(shè)要求采用WDJ碗扣式多功能腳手桿搭設(shè)，使用與立桿配套的橫桿及立桿可調(diào)底座、立桿可調(diào)托撐。立桿頂設(shè)二層方木，立桿頂托上縱向設(shè)1515cm方木；縱向方木上設(shè)1010cm的橫向方木，其中在墩頂端橫梁和跨中橫隔梁下間距不大于0.25m（凈間距0.15m）、在跨中其他部位間距不大于0.3m（凈間距0.2m）。模板宜用厚1.5cm的優(yōu)質(zhì)竹膠合板，橫板邊角宜用4cm厚木板進(jìn)行加強(qiáng)，防止轉(zhuǎn)角漏漿或出現(xiàn)波浪形，影響外觀。具體布置見下圖：支架橫斷面圖、支架搭設(shè)平面圖、支架搭設(shè)縱斷面圖 支架橫斷面圖0支架搭設(shè)平面圖支架搭設(shè)縱斷面圖25主橋和引橋立桿的縱
2、、橫向間距及橫桿步距等搭設(shè)要求如下：（1）30m+45m+30m頂推現(xiàn)澆箱梁支架立桿采用橫橋向間距縱橋向間距步距為60cm60cm120cm、60cm90cm120cm和90cm90cm120cm三種布置形式的支架結(jié)構(gòu)體系，其中：橫橋向中心8.4m范圍間距60cm，兩側(cè)翼緣板3.6m范圍間距90cm?？v橋向墩旁兩側(cè)各4.0m范圍內(nèi)的支架間距60cm；除墩旁兩側(cè)各4m之外的其余范圍內(nèi)的支架間距90cm，跨中橫隔板下1.5m范圍內(nèi)的支架順橋向間距加密至60cm。（2）2*27.45m、4*29.439m、3*28.667m、4*28.485m現(xiàn)澆箱梁支架立桿采用橫橋向間距縱橋向間距步距為60cm6
3、0cm120cm、60cm90cm120cm和90cm90cm120cm三種布置形式的支架結(jié)構(gòu)體系，其中：橫橋向中心8.4m范圍間距60cm，兩側(cè)翼緣板3.6m范圍間距90cm?？v橋向墩旁兩側(cè)各4.0m范圍內(nèi)的支架間距60cm；除墩旁兩側(cè)各4m之外的其余范圍內(nèi)的支架間距90cm。二、現(xiàn)澆箱梁支架驗(yàn)算本計(jì)算書分別以頂推梁30m+45m+30m等截面預(yù)應(yīng)力混凝土箱形連續(xù)梁（單箱雙室）和4*28.485m等截面預(yù)應(yīng)力混凝土箱形連續(xù)梁（單箱雙室）為例，對荷載進(jìn)行計(jì)算及對其支架體系進(jìn)行檢算。1、荷載分析根據(jù)本橋現(xiàn)澆箱梁的結(jié)構(gòu)特點(diǎn)，在施工過程中將涉及到以下荷載形式： F1 箱梁自重荷載，新澆混凝土密度取2
4、700kg/m(含鋼筋重)。 F2 施工人員、施工材料和機(jī)具荷載，按均布荷載計(jì)算，取F2 = 2.5 kN/ F3 振搗混凝土產(chǎn)生的荷載，取F3 = 2.0 kN/。 F4 箱梁內(nèi)模、底模、內(nèi)模支撐及外模支撐荷載，按均布荷載計(jì)算，取F4 = 2.0 kN/。 F5 方木 方木單位重取600Kg/m F5取0.465kN/ F6 澆筑混凝土?xí)r產(chǎn)生的沖擊荷載，取F6=2.0kN/ F7 風(fēng)荷載，取F7=0.70.60.840.45=0.16kN/（風(fēng)荷載體型系數(shù)取0.6，風(fēng)壓高度變化系數(shù)取0.84，鄭州基本風(fēng)壓取0.45，取自建筑結(jié)構(gòu)荷載規(guī)范）2、截面選擇根據(jù)現(xiàn)澆箱梁結(jié)構(gòu)特點(diǎn)(箱梁結(jié)構(gòu)圖見附圖)，
5、頂推連續(xù)梁取11截面（墩頂及橫梁，60cm60cm120cm布置受力最大位置）、55截面（60cm60cm120cm布置受力位置）、現(xiàn)澆連續(xù)梁取截面（墩頂及橫梁，60cm60cm120cm布置受力最大位置）、截面（60cm90cm120cm布置受力位置）四個(gè)代表截面進(jìn)行支架體系檢算。3、荷載計(jì)算（1）11截面（墩頂及橫隔梁）處支架受力最大的部位為中腹板下方，故取此部分進(jìn)行受力計(jì)算= 2.827 = 75.6kN/偏安全考慮，箱梁荷載取1.2倍計(jì)算F1 = 1.275.6 = 90.72kN/ 底模強(qiáng)度檢算箱梁底模采用高強(qiáng)度竹膠板，板厚t = 15mm。竹膠板方木背肋間距為15cm。 q = (
6、F1+F2+F3+F4+F6+F7)0.15= (90.72+2.5+2.0+2.0+2.0+0.16)0.15 = 14.92kN/m模板力學(xué)性能：彈性模量：E = 0.1 105 Mpa截面慣性矩：I = bh3/12 = 151.53/12 = 4.218cm4截面抵抗矩：W = bh2/6 = 151.52/6 = 5.625cm跨中最大彎矩：M = ql2/8 = (14.920.152)/8 = 0.042kNm彎拉應(yīng)力：= M/W = (0.042103)/(5.62510-6) = 7.47MPa 【】= 11MPa撓度：f=(5ql4)/384EI=(514.920.154)
7、/(3840.11054.21810-8)=0.233mm L/400 = 0.375mm 綜上,底模強(qiáng)度滿足要求。 橫向木枋強(qiáng)度檢算橫向方木為1010cm方木，跨徑為0.6m，中對中間距為0.25m.橫向方木力學(xué)性能：截面抵抗矩：W = bh2/6 = (0.10.12)/6 = 1.6710-4m截面慣性矩：I = bh3/12 = (0.10.13)/12 = 8.3310-6m4q=(F1+F2+F3+F4+F6+F7)0.25=(90.72+2.5+2.0+2.0+2.0+0.16)0.25 =24.86kN/m跨中最大彎矩： M = ql2/8 = (24.860.62)/8 =
8、1.12kNm東北落葉松容許抗彎應(yīng)力【】= 14.5MPa.彈性模量：E = 11103MPa抗彎強(qiáng)度檢算= M/W = (1.12103)/(1.6710-4) = 6.67MPa 【】= 14.5MPa抗剪強(qiáng)度檢算Q = ql = 24.860.6= 14.92 KNA = 0.10.1=0.01=Q/2A = 14.9210-3/（20.01） = 0.75MPa 【】= 2.3MPa剛度驗(yàn)算 f = 5ql4/384EI = (524.860.64)/(384111038.3310-6)= 0.458mm L/400 = 1.5mm綜上，橫向木枋強(qiáng)度滿足要求。 縱向木枋強(qiáng)度檢算縱向木枋
9、為1515cm.跨徑為0.6m.間距為0.6m.截面慣性矩:I = bh3/12 = 0.150.153/12 = 4.2210-5m4截面抵抗矩:W = bh2/6 = 0.150.152/6 = 5.62510-4m先按荷載為集中荷載進(jìn)行檢算0.6m長縱梁上承擔(dān)的每根橫梁重量為:0.10.10.66 = 0.036kNq=0.036/0.6=0.06kN/m作用在橫梁上的集中荷載為P = q橫0.6+0.081 = 24.860.6+0.036 = 14.95kN跨中最大彎矩:M =P(a2b+ab2+l3/8)/l2=14.950.6(0.0520.55+0.5520.05+0.63/8
10、)/0.62=1.12kNm東北落葉松容許抗彎應(yīng)力【】= 14.5MPa.彈性模量E = 11103MPa橫梁彎拉應(yīng)力:= M/W = (1.12103)/( 5.62510-4) = 1.98MPa 【】= 14.5MPa.抗剪強(qiáng)度檢算Q = P= 14.95 KNA = 0.150.15=0.0225=3Q/2A = (314.9510-3)/（20.0225）= 0.997MPa 【】= 2.3MPa 橫梁撓度f =(a(3l2-4a2)*2+l3)P/48EI =(0.05(30.62-40.052)2+0.63)14.95/（48111064.2210-5） =0.216mm L/4
11、00 = 1.5mm再按荷載為均布荷載進(jìn)行檢算作用于縱梁上的均布荷載為:q縱 = (F1+F2+F3+F4+F6+F7)0.6+0.06 = 59.73kN/m跨中最大彎矩為:M = ql2/8 = 59.730.62/8 = 2.69kNm橫梁彎拉應(yīng)力= M/W = 2.69/(5.62510-4) = 4.78MPa 【】= 14.5MPa 抗剪強(qiáng)度檢算 Q = ql = 59.730.6= 35.838KNA = 0.15*0.15=0.0225=Q/2A = 35.83810-3/（20.0225） = 0.796MPa 【】= 2.3MPa橫梁撓度檢算f = 5ql4/384EI =
12、 (559.730.64)/(384111064.2210-5)= 0.215mm L/400 = 1.5mm綜上,縱梁強(qiáng)度滿足要求. 碗扣架強(qiáng)度穩(wěn)定性檢算碗扣架布置間距為6060cm,所以每根鋼管承受上部6060cm面積的重量,由箱梁的構(gòu)造可知,腹板下方的碗扣架受力最大.正中立桿進(jìn)行驗(yàn)算，F(xiàn) = 1.2272.80.60.6+ (F2+F3+F4+F5+F6+F7)0.60.6 = 35.97kN根據(jù)建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范5.1.7查得碗扣架規(guī)格為483.5mm,l = 120cm,回轉(zhuǎn)半徑為1.58cm，根據(jù)建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范5.1.6查得Q235A級鋼材抗
13、壓設(shè)計(jì)值f=205N/mm2 = l / i = 120/1.58= 76 參照建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范查附錄E得0.744。S = 3.14(48/2)2-(48-2.8*2)2/4)= 397.6mm2(偏安全考慮，壁厚取2.8mm)f = 35.97103/（0.744397.6）= 121.6N/ mm2 【f】= 205N/mm2綜上,碗扣架抗壓強(qiáng)度和穩(wěn)定性滿足要求. 地基承載力檢算地基處理將雜填土挖除,然后換填60cm厚三七灰土,上面澆筑20cm厚C25砼.碗扣架下面用底托支撐,示意圖如下頂托底的承載力為35.97/(0.150.15) = 1598.7kPa三七灰土和
14、砼擴(kuò)散角均按30o計(jì)20.45tan30o = 0.921598.70.152/(0.15+0.92)2 = 31.4kPa 180kPa（2）55截面處支架受力最大的部位為中腹板下方，故取此部分進(jìn)行受力計(jì)算= 2.827 = 75.6kN/偏安全考慮，箱梁荷載取1.2倍計(jì)算F1 = 1.275.6 = 90.72kN/ 底模強(qiáng)度檢算箱梁底模采用高強(qiáng)度竹膠板，板厚t = 15mm。竹膠板方木背肋間距為15cm。 q = (F1+F2+F3+F4+F6+F7)0.15= (90.72+2.5+2.0+2.0+2.0+0.16)0.15 = 14.92kN/m模板力學(xué)性能：彈性模量：E = 0.1
15、 105 Mpa截面慣性矩：I = bh3/12 = 151.53/12 = 4.218cm4截面抵抗矩：W = bh2/6 = 151.52/6 = 5.625cm跨中最大彎矩：M = ql2/8 = (14.920.152)/8 = 0.042kNm彎拉應(yīng)力：= M/W = (0.042103)/(5.62510-6) = 7.47MPa 【】= 11MPa撓度：f=(5ql4)/384EI=(514.920.154)/(3840.11054.21810-8)=0.233mm L/400 = 0.375mm 綜上,底模強(qiáng)度滿足要求。 橫向木枋強(qiáng)度檢算橫向方木為1010cm方木，跨徑為0.6
16、m，中對中間距為0.3m.橫向方木力學(xué)性能：截面抵抗矩：W = bh2/6 = (0.10.12)/6 = 1.6710-4m截面慣性矩：I = bh3/12 = (0.10.13)/12 = 8.3310-6m4 q = (F1+F2+F3+F4+F6+F7)0.3 = (90.72+2.5+2.0+2.0+2.0+0.16)0.3 = 29.84kN/m跨中最大彎矩： M = ql2/8 = (29.840.62)/8 = 1.34kNm東北落葉松容許抗彎應(yīng)力【】= 14.5MPa.彈性模量：E = 11103MPa抗彎強(qiáng)度檢算= M/W = (1.34103)/(1.6710-4) =
17、8.0MPa 【】= 14.5MPa抗剪強(qiáng)度檢算Q = ql = 29.840.6= 17.9 KNA = 0.10.1=0.01=Q/2A = 17.910-3/（20.01） = 0.895MPa 【】= 2.3MPa剛度驗(yàn)算 f = 5ql4/384EI = (529.840.64)/(384111038.3310-6)= 0.55mm L/400 = 1.5mm綜上，橫向木枋強(qiáng)度滿足要求。 縱向木枋強(qiáng)度檢算縱向木枋為1515cm.跨徑為0.9m.間距為0.6m.截面慣性矩:I = bh3/12 = 0.150.153/12 = 4.2210-5m4截面抵抗矩:W = bh2/6 = 0
18、.150.152/6 = 5.62510-4m先按荷載為集中荷載進(jìn)行檢算0.6m長縱梁上承擔(dān)的每根橫梁重量為:0.10.10.66 = 0.036kNq=0.036/0.6=0.06kN/m作用在橫梁上的集中荷載為P = q橫0.6+0.036 = 29.840.6+0.036 = 17.94kN跨中最大彎矩:M =P(a2b+ab2+l3/8)/l2=17.940.6(0.1520.75+0.7520.15+0.93/8)/0.92=2.56kNm東北落葉松容許抗彎應(yīng)力【】= 14.5MPa.彈性模量E = 11103MPa橫梁彎拉應(yīng)力:= M/W = (2.56103)/( 5.62510
19、-4) = 4.55MPa 【】= 14.5MPa.抗剪強(qiáng)度檢算Q = P= 17.94 KNA = 0.15*0.15=0.0225=3Q/2A = (317.9410-3)/（20.0225）= 1.2MPa 【】= 2.3MPa橫梁撓度f =(a(3l2-4a2)*2+l3)P/48EI =(0.15(30.92-40.152)2+0.93)17.94/ （48111064.2210-5） =1.15mm L/400 =2.25mm再按荷載為均布荷載進(jìn)行檢算作用于縱梁上的均布荷載為:q縱 = (F1+F2+F3+F4+F6+F7)0.6+0.06 = 58.74kN/m跨中最大彎矩為:M
20、 = ql2/8 = 58.740.92/8 = 6.05kNm橫梁彎拉應(yīng)力= M/W = 6.05/(5.62510-4) = 10.9MPa 【】= 14.5MPa 抗剪強(qiáng)度檢算 Q = ql = 58.740.9= 52.866KNA = 0.15*0.15=0.0225=Q/2A = 52.86610-3/（20.0225） = 1.17MPa 【】= 2.3MPa橫梁撓度檢算f = 5ql4/384EI = (558.8660.94)/(384111064.2210-5)= 1.08mm L/400 = 2.25mm綜上,縱梁強(qiáng)度滿足要求. 碗扣架強(qiáng)度穩(wěn)定性檢算碗扣架布置間距為609
21、0cm,所以每根鋼管承受上部6090cm面積的重量,由箱梁的構(gòu)造可知,腹板下方的碗扣架受力最大.正中立桿進(jìn)行驗(yàn)算，F(xiàn) =1.2【27（2.80.6-0.71）】0.9+(F2+F3+F4+F5+F6+F7)0.60.9= 32.25kN根據(jù)建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范5.1.7查得碗扣架規(guī)格為483.5mm,l = 120cm,回轉(zhuǎn)半徑為1.58cm，根據(jù)建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范5.1.6查得Q235A級鋼材抗壓設(shè)計(jì)值f=205N/mm2 = l / i = 120/1.58= 76 參照建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范查附錄E得0.744。S = 3.14(48/2)
22、2-(48-2.8*2)2/4)= 397.6mm2(偏安全考慮，壁厚取2.8mm)f = 32.25103/（0.744397.6）= 109.02N/ mm2 【f】= 205N/mm2綜上,碗扣架抗壓強(qiáng)度和穩(wěn)定性滿足要求. 地基承載力檢算地基處理將雜填土挖除,然后換填60cm厚三七灰土,上面澆筑20cm厚C25砼.碗扣架下面用底托支撐,示意圖如下頂托底的承載力為32.25/(0.150.15) = 1433kPa三七灰土和砼擴(kuò)散角均按30o計(jì)20.45tan30o = 0.9214330.152/(0.15+0.92)2 = 28.17kPa 180kPa（3）截面支架受力最大的部位為中
23、腹板下方，故取此部分進(jìn)行受力計(jì)算= 227 = 54kN/偏安全考慮，箱梁荷載取1.2倍計(jì)算F1 = 1.254 = 64.8kN/ 底模強(qiáng)度檢算箱梁底模采用高強(qiáng)度竹膠板，板厚t = 12mm。竹膠板方木背肋間距為15cm。q = (F1+F2+F3+F4+F6+F7)0.15= (64.8+2.5+2.0+2.0+2.0+0.16)0.15 = 11.0kN/m模板力學(xué)性能： 彈性模量：E = 0.1 105 Mpa 截面慣性矩：I = bh3/12 = 151.23/12 = 2.16cm4 截面抵抗矩：W = bh2/6 = 151.22/6 = 3.6cm 跨中最大彎矩：M = ql2
24、/8 = (11.00.122)/8 = 0.02kNm 彎拉應(yīng)力：= M/W = (0.02103)/(3.610-6) = 5.56MPa 【】= 11MPa 撓度：f = (5ql4)/384EI = (511.00.154)/(3840.11052.1610-8) = 0.33mm L/400 = 0.375mm 綜上,底模強(qiáng)度滿足要求. 橫向木枋強(qiáng)度檢算橫向方木為1010cm方木，跨徑為0.6m，中對中間距為0.25m.橫向方木力學(xué)性能： 截面抵抗矩：W = bh2/6 = (0.10.12)/6 = 1.6710-4m 截面慣性矩：I = bh3/12 = (0.10.13)/12
25、 = 8.3310-6m4 q = (F1+F2+F3+F4+F6+F7)0.25 = (64.8+2.5+2.0+2.0+2.0+0.16)0.25 = 18.4kN/m跨中最大彎矩： M = ql2/8 = (18.40.62)/8 = 0.83kNm東北落葉松容許抗彎應(yīng)力【】= 14.5MPa.彈性模量：E = 11103MPa抗彎強(qiáng)度檢算= M/W = (0.83103)/(1.6710-4) = 5.0MPa 【】= 14.5MPa抗剪強(qiáng)度檢算Q = ql = 18.40.6= 11.0 KNA = 0.10.1=0.01=Q/2A = 11.010-3/（20.01） = 0.55
26、MPa 【】= 2.3MPa剛度驗(yàn)算 f = 5ql4/384EI = (518.40.64)/(384111038.3310-6)= 0.34mm L/400 = 1.5mm綜上，橫向木枋強(qiáng)度滿足要求。 縱向木枋強(qiáng)度檢算縱向木枋為1515cm.跨徑為0.6m.間距為0.6m.截面慣性矩:I = bh3/12 = 0.150.153/12 = 4.2210-5m4截面抵抗矩:W = bh2/6 = 0.150.152/6 = 5.62510-4m先按荷載為集中荷載進(jìn)行檢算0.6m長縱梁上承擔(dān)的每根橫梁重量為:0.10.10.66 = 0.036kNq=0.036/0.6=0.06kN/m作用在
27、橫梁上的集中荷載為P = q橫0.6+0.081 = 18.40.6+0.036 = 11.1kN跨中最大彎矩:M =P(a2b+ab2+l3/8)/l2=11.10.6(0.0520.55+0.5520.05+0.63/8)/0.62=0.8kNm東北落葉松容許抗彎應(yīng)力【】= 14.5MPa.彈性模量E = 11103MPa橫梁彎拉應(yīng)力:= M/W = (0.8103)/( 5.62510-4) = 1.4MPa 【】= 14.5MPa.抗剪強(qiáng)度檢算Q = P= 11.1 KNA = 0.150.15=0.0225=3Q/2A = (311.110-3)/（20.0225）= 0.74MPa
28、 【】= 2.3MPa橫梁撓度f =(a(3l2-4a2)*2+l3)P/48EI =(0.05(30.62-40.052)2+0.63)11.1/（48111064.2210-5） =0.16mm L/400 = 1.5mm再按荷載為均布荷載進(jìn)行檢算作用于縱梁上的均布荷載為:q縱 = (F1+F2+F3+F4+F6+F7)0.6+0.06 = 44.2kN/m跨中最大彎矩為:M = ql2/8 = 44.20.62/8 = 2.0kNm橫梁彎拉應(yīng)力= M/W = 2.0/(5.62510-4) = 3.6MPa 【】= 14.5MPa 抗剪強(qiáng)度檢算 Q = ql = 44.20.6= 26.
29、6KNA = 0.150.15=0.0225=Q/2A = 26.610-3/（20.0225） =0.59MPa 【】= 2.3MPa橫梁撓度檢算f = 5ql4/384EI = (544.20.64)/(384111064.2210-5)= 0.16mm L/400 = 1.5mm綜上,縱梁強(qiáng)度滿足要求. 碗扣架強(qiáng)度穩(wěn)定性檢算碗扣架布置間距為6060cm,所以每根鋼管承受上部6060cm面積的重量,由箱梁的構(gòu)造可知,中腹板下方的碗扣架受力最大.正中立桿進(jìn)行驗(yàn)算，F(xiàn) = 1.22720.60.6+ (F2+F3+F4+F5+F6+F7)0.60.6 = 26.6kN根據(jù)建筑施工碗扣式鋼管腳手
30、架安全技術(shù)規(guī)范5.1.7查得碗扣架規(guī)格為483.5mm,l = 120cm,回轉(zhuǎn)半徑為1.58cm，根據(jù)建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范5.1.6查得Q235A級鋼材抗壓設(shè)計(jì)值f=205N/mm2 = l / i = 120/1.58= 76 參照建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范查附錄E得0.744。S = 3.14(48/2)2-(48-2.8*2)2/4)= 397.6mm2(偏安全考慮，壁厚取2.8mm)f = 26.6103/（0.744397.6）= 89.9N/ mm2 【f】= 205N/mm2綜上,碗扣架抗壓強(qiáng)度和穩(wěn)定性滿足要求. 地基承載力檢算地基處理將雜填土挖除,然
31、后換填60cm厚三七灰土,上面澆筑20cm厚C25砼.碗扣架下面用底托支撐,示意圖如下頂托底的承載力為26.6/(0.150.15) = 1182.2kPa三七灰土和砼擴(kuò)散角均按30o計(jì)20.8tan30o = 0.921182.20.152/(0.15+0.92)2 = 23.2kPa 180kPa（4）截面支架受力最大的部位為中腹板下方，故取此部分進(jìn)行受力計(jì)算= 227 = 54kN/偏安全考慮，箱梁荷載取1.2倍計(jì)算F1 = 1.254 = 64.8kN/ 底模強(qiáng)度檢算箱梁底模采用高強(qiáng)度竹膠板，板厚t = 12mm。竹膠板方木背肋間距為15cm。 q = (F1+F2+F3+F4+F6+
32、F7)0.15= (64.8+2.5+2.0+2.0+2.0+0.16)0.15 =10.95kN/m模板力學(xué)性能： 彈性模量：E = 0.1 105 Mpa 截面慣性矩：I = bh3/12 = 151.23/12 = 2.16cm4 截面抵抗矩：W = bh2/6 = 151.22/6 = 3.6cm 跨中最大彎矩：M = ql2/8 = (10.950.122)/8 = 0.02kNm 彎拉應(yīng)力：= M/W = (0.02103)/(3.610-6) = 5.6MPa 【】= 11MPa 撓度：f = 5ql4/384EI = (510.950.154)/(3840.11052.1610
33、-8) = 0.03mm L/400 = 0.375mm 綜上,底模強(qiáng)度滿足要求.橫向木枋強(qiáng)度檢算橫向方木為1010cm方木，跨徑為0.6m，中對中間距為0.3m.橫向方木力學(xué)性能： 截面抵抗矩：W = bh2/6 = (0.10.12)/6 = 1.6710-4m 截面慣性矩：I = bh3/12 = (0.10.13)/12 = 8.3310-6m4 q = (F1+F2+F3+F4+F6+F7)0.3 = (64.8+2.5+2.0+2.0+2.0+0.16)0.3 = 22.1kN/m跨中最大彎矩： M = ql2/8 = (22.10.62)/8 = 1.0kNm東北落葉松容許抗彎應(yīng)
34、力【】= 14.5MPa.彈性模量：E = 11103MPa抗彎強(qiáng)度檢算= M/W = (1.0103)/(1.6710-4) = 6.0MPa 【】= 14.5MPa抗剪強(qiáng)度檢算Q = ql = 22.10.6= 13.26 KNA = 0.10.1=0.01=Q/2A = 13.2610-3/（20.01） = 0.66MPa 【】= 2.3MPa剛度驗(yàn)算 f = 5ql4/384EI = (522.10.64)/(384111038.3310-6)= 0.4mm L/400 = 1.5mm綜上，橫向木枋強(qiáng)度滿足要求。 縱向木枋強(qiáng)度檢算縱向木枋為1515cm.跨徑為0.9m.間距為0.6m
35、.截面慣性矩:I = bh3/12 = 0.150.153/12 = 4.2210-5m4截面抵抗矩:W = bh2/6 = 0.150.152/6 = 5.62510-4m先按荷載為集中荷載進(jìn)行檢算0.6m長縱梁上承擔(dān)的每根橫梁重量為:0.10.10.66 = 0.036kNq=0.036/0.6=0.06kN/m作用在橫梁上的集中荷載為P = q橫0.6+0.081 = 22.10.6+0.036 = 13.3kN跨中最大彎矩:M =P(a2b+ab2+l3/8)/l2=13.30.6(0.1520.75+0.7520.15+0.93/8)/0.92=1.9kNm東北落葉松容許抗彎應(yīng)力【】
36、= 14.5MPa.彈性模量E = 11103MPa橫梁彎拉應(yīng)力:= M/W = (1.9103)/( 5.62510-4) = 3.4MPa 【】= 14.5MPa.抗剪強(qiáng)度檢算Q = P= 13.3 KNA = 0.15*0.15=0.0225=3Q/2A = (313.310-3)/（20.0225）= 0.89MPa 【】= 2.3MPa橫梁撓度f =(a(3l2-4a2)*2+l3)P/48EI =(0.15(30.92-40.152)2+0.93)13.3/（48111064.2210-5） =0.85mm L/400 = 2.25mm再按荷載為均布荷載進(jìn)行檢算作用于縱梁上的均布荷
37、載為:q縱 = (F1+F2+F3+F4+F6+F7)0.6+0.06 = 44.2kN/m跨中最大彎矩為:M = ql2/8 = 44.20.92/8 = 4.5kNm 橫梁彎拉應(yīng)力= M/W = 4.5/(5.62510-4) = 8.0MPa 【】= 14.5MPa 抗剪強(qiáng)度檢算 Q = ql = 44.20.9= 39.8KNA = 0.150.15=0.0225=Q/2A = 39.810-3/（20.0225） = 0.88MPa 【】= 2.3MPa橫梁撓度檢算f = 5ql4/384EI = (544.20.94)/(384111064.2210-5)= 1.03mm L/40
38、0 = 2.25mm綜上,縱梁強(qiáng)度滿足要求. 碗扣架強(qiáng)度穩(wěn)定性檢算碗扣架布置間距為6090cm,所以每根鋼管承受上部6090cm面積的重量,由箱梁的構(gòu)造可知,中腹板下方的碗扣架受力最大.正中立桿進(jìn)行驗(yàn)算，F(xiàn) =1.2【27（20.6-0.47）】0.9+(F2+F3+F4+F5+F6+F7)0.60.9= 28.6kN根據(jù)建筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范5.1.7查得碗扣架規(guī)格為483.5mm,l = 120cm,回轉(zhuǎn)半徑為1.58cm，根據(jù)建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范5.1.6查得Q235A級鋼材抗壓設(shè)計(jì)值f=205N/mm2 = l / i = 120/1.58= 76 參照建
39、筑施工碗扣式鋼管腳手架安全技術(shù)規(guī)范查附錄E得0.744。S = 3.14(48/2)2-(48-2.8*2)2/4)= 397.6mm2(偏安全考慮，壁厚取2.8mm)f = 28.6103/（0.744397.6）= 96.7N/ mm2 【f】= 205N/mm2綜上,碗扣架抗壓強(qiáng)度和穩(wěn)定性滿足要求. 地基承載力檢算地基處理將雜填土挖除,然后換填60cm厚三七灰土,上面澆筑20cm厚C25砼.碗扣架下面用底托支撐,示意圖如下頂托底的承載力為28.6/(0.150.15) = 1271kPa三七灰土和砼擴(kuò)散角均按30o計(jì)20.8tan30o = 0.9212710.152/(0.15+0.92)2 = 24.98kPa 180kPa
滿堂支架計(jì)算書.doc
