滿堂支架計(jì)算書圖表相關(guān)

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)15×15cm方木；縱向方木上設(shè)10×10cm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cknr0支架搭設(shè)平面圖支架搭

2、設(shè)縱斷面圖cknr0主橋和引橋立桿的縱、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60cm×60cm×120cm、60cm×90cm×120cm和90cm×90cm×120cm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

3、）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60cm×60cm×120cm、60cm×90cm×120cm和90cm×90cm×120cm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

4、（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(duì)荷載進(jìn)行計(jì)算及對(duì)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2700kg/m³(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/m³ f5取0.465kn/ f6 澆筑混凝土?xí)r產(chǎn)生

5、的沖擊荷載，取f6=2.0kn/ f7 風(fēng)荷載，取f7=0.7×0.6×0.84×0.45=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)，頂推連續(xù)梁取11截面（墩頂及橫梁，60cm×60cm×120cm布置受力最大位置）、55截面（60cm×60cm×120cm布置受力位置）、現(xiàn)澆連續(xù)梁取截面（墩頂及橫梁，60cm×60cm×120cm布置受力最大位置）、截面（60cm×90

6、cm×120cm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= 2.8×27 = 75.6kn/偏安全考慮，箱梁荷載取1.2倍計(jì)算f1 = 1.2×75.6 = 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 =

7、 0.1 ×105 mpa截面慣性矩：i = bh3/12 = 15×1.53/12 = 4.218cm4截面抵抗矩：w = bh2/6 = 15×1.52/6 = 5.625cm³跨中最大彎矩：m = ql2/8 = (14.92×0.152)/8 = 0.042kn·m彎拉應(yīng)力：= m/w = (0.042×103)/(5.625×10-6) = 7.47mpa <【】= 11mpa撓度：f=(5ql4)/384ei=(5×14.92×0.154)/(384×0.1×

8、;105×4.218×10-8)=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10×10cm方木，跨徑為0.6m，中對(duì)中間距為0.25m.橫向方木力學(xué)性能：截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³截面慣性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4q=(f1+f2+f3+f4+f6+f7)×0.25=(90.72+2.5+2.0+2.0+2.0+0.16

9、)×0.25 =24.86kn/m跨中最大彎矩： m = ql2/8 = (24.86×0.62)/8 = 1.12kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量：e = 11×103mpa抗彎強(qiáng)度檢算= m/w = (1.12×103)/(1.67×10-4) = 6.67mpa < 【】= 14.5mpa抗剪強(qiáng)度檢算q = ql = 24.86×0.6= 14.92 kna = 0.1×0.1=0.01=q/2a = 14.92×10-3/（2×0.01） = 0.75

10、mpa < 【】= 2.3mpa剛度驗(yàn)算 f = 5ql4/384ei = (5×24.86×0.64)/(384×11×103×8.33×10-6)= 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)度檢算縱向木枋為15×15cm.跨徑為0.6m.間距為0.6m.截面慣性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10

11、-4m³先按荷載為集中荷載進(jìn)行檢算0.6m長(zhǎng)縱梁上承擔(dān)的每根橫梁重量為:0.1×0.1×0.6×6 = 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 = 24.86×0.6+0.036 = 14.95kn跨中最大彎矩:m =p(a2b+ab2+l3/8)/l2=14.95×0.6×(0.052×0.55+0.552×0.05+0.63/8)/0.62=1.12kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量

12、e = 11×103mpa橫梁彎拉應(yīng)力:= m/w = (1.12×103)/( 5.625×10-4) = 1.98mpa <【】= 14.5mpa.抗剪強(qiáng)度檢算q = p= 14.95 kna = 0.15×0.15=0.0225=3q/2a = (3×14.95×10-3)/（2×0.0225）= 0.997mpa < 【】= 2.3mpa 橫梁撓度f =(a(3l2-4a2)*2+l3)p/48ei =(0.05×(3×0.62-4×0.052)×2+0.63)&#

13、215;14.95/（48×11×106×4.22×10-5） =0.216mm < 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 = 59.73kn/m跨中最大彎矩為:m = ql2/8 = 59.73×0.62/8 = 2.69kn·m橫梁彎拉應(yīng)力= m/w = 2.69/(5.625×10-4) = 4.78mpa < 【】= 14.5mpa 抗剪強(qiáng)度檢算 q = ql = 59.73×0

14、.6= 35.838kna = 0.15*0.15=0.0225=q/2a = 35.838×10-3/（2×0.0225） = 0.796mpa < 【】= 2.3mpa橫梁撓度檢算f = 5ql4/384ei = (5×59.73×0.64)/(384×11×106×4.22×10-5)= 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60×60cm,所以每根鋼管承受上部60×60cm面積的重量,由箱梁的構(gòu)造可知,腹板

15、下方的碗扣架受力最大.正中立桿進(jìn)行驗(yàn)算，f = 1.2×27×2.8×0.6×0.6+ (f2+f3+f4+f5+f6+f7)×0.6×0.6 = 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48×3.5mm,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(jí)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×(

16、48/2)2-(48-2.8*2)2/4)= 397.6mm2(偏安全考慮，壁厚取2.8mm)f = 35.97×103/（0.744×397.6）= 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/(0.15×0.15) = 1598.7kpa三七灰土和砼擴(kuò)散角均按30o計(jì)2×0.45tan30o = 0.921598.7×0.152/(0.1

17、5+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= 2.8×27 = 75.6kn/偏安全考慮，箱梁荷載取1.2倍計(jì)算f1 = 1.2×75.6 = 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 ×105 mpa截

18、面慣性矩：i = bh3/12 = 15×1.53/12 = 4.218cm4截面抵抗矩：w = bh2/6 = 15×1.52/6 = 5.625cm³跨中最大彎矩：m = ql2/8 = (14.92×0.152)/8 = 0.042kn·m彎拉應(yīng)力：= m/w = (0.042×103)/(5.625×10-6) = 7.47mpa <【】= 11mpa撓度：f=(5ql4)/384ei=(5×14.92×0.154)/(384×0.1×105×4.218

19、5;10-8)=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10×10cm方木，跨徑為0.6m，中對(duì)中間距為0.3m.橫向方木力學(xué)性能：截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³截面慣性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4 q = (f1+f2+f3+f4+f6+f7)×0.3 = (90.72+2.5+2.0+2.0+2.0+0.16)×0.3 = 29.

20、84kn/m跨中最大彎矩： m = ql2/8 = (29.84×0.62)/8 = 1.34kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量：e = 11×103mpa抗彎強(qiáng)度檢算= m/w = (1.34×103)/(1.67×10-4) = 8.0mpa < 【】= 14.5mpa抗剪強(qiáng)度檢算q = ql = 29.84×0.6= 17.9 kna = 0.1×0.1=0.01=q/2a = 17.9×10-3/（2×0.01） = 0.895mpa < 【】= 2.3mp

21、a剛度驗(yàn)算 f = 5ql4/384ei = (5×29.84×0.64)/(384×11×103×8.33×10-6)= 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15×15cm.跨徑為0.9m.間距為0.6m.截面慣性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10-4m³先按荷載為集中荷載進(jìn)

22、行檢算0.6m長(zhǎng)縱梁上承擔(dān)的每根橫梁重量為:0.1×0.1×0.6×6 = 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 = 29.84×0.6+0.036 = 17.94kn跨中最大彎矩:m =p(a2b+ab2+l3/8)/l2=17.94×0.6×(0.152×0.75+0.752×0.15+0.93/8)/0.92=2.56kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量e = 11×103mpa橫

23、梁彎拉應(yīng)力:= m/w = (2.56×103)/( 5.625×10-4) = 4.55mpa <【】= 14.5mpa.抗剪強(qiáng)度檢算q = p= 17.94 kna = 0.15*0.15=0.0225=3q/2a = (3×17.94×10-3)/（2×0.0225）= 1.2mpa < 【】= 2.3mpa橫梁撓度f =(a(3l2-4a2)*2+l3)p/48ei =(0.15×(3×0.92-4×0.152)×2+0.93)×17.94/ （48×11×

24、;106×4.22×10-5） =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 = ql2/8 = 58.74×0.92/8 = 6.05kn·m橫梁彎拉應(yīng)力= m/w = 6.05/(5.625×10-4) = 10.9mpa < 【】= 14.5mpa 抗剪強(qiáng)度檢算 q = ql = 58.74×0.9= 52.866kna = 0.15*0.15=0

25、.0225=q/2a = 52.866×10-3/（2×0.0225） = 1.17mpa < 【】= 2.3mpa橫梁撓度檢算f = 5ql4/384ei = (5×58.866×0.94)/(384×11×106×4.22×10-5)= 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60×90cm,所以每根鋼管承受上部60×90cm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 =1.2&

26、#215;【27×（2.8×0.6-0.71）】×0.9+(f2+f3+f4+f5+f6+f7)×0.6×0.9= 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48×3.5mm,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(jí)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)

27、= 397.6mm2(偏安全考慮，壁厚取2.8mm)f = 32.25×103/（0.744×397.6）= 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/(0.15×0.15) = 1433kpa三七灰土和砼擴(kuò)散角均按30o計(jì)2×0.45tan30o = 0.921433×0.152/(0.15+0.92)2 = 28.17kpa <

28、 180kpa（3）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= 2×27 = 54kn/偏安全考慮，箱梁荷載取1.2倍計(jì)算f1 = 1.2×54 = 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 = 15×1.23/12

29、= 2.16cm4 截面抵抗矩：w = bh2/6 = 15×1.22/6 = 3.6cm³ 跨中最大彎矩：m = ql2/8 = (11.0×0.122)/8 = 0.02kn·m 彎拉應(yīng)力：= m/w = (0.02×103)/(3.6×10-6) = 5.56mpa <【】= 11mpa 撓度：f = (5ql4)/384ei = (5×11.0×0.154)/(384×0.1×105×2.16×10-8) = 0.33mm < l/400 = 0.375m

30、m 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10×10cm方木，跨徑為0.6m，中對(duì)中間距為0.25m.橫向方木力學(xué)性能： 截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³ 截面慣性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4 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 = (18.4&

31、#215;0.62)/8 = 0.83kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量：e = 11×103mpa抗彎強(qiáng)度檢算= m/w = (0.83×103)/(1.67×10-4) = 5.0mpa < 【】= 14.5mpa抗剪強(qiáng)度檢算q = ql = 18.4×0.6= 11.0 kna = 0.1×0.1=0.01=q/2a = 11.0×10-3/（2×0.01） = 0.55mpa < 【】= 2.3mpa剛度驗(yàn)算 f = 5ql4/384ei = (5×18.4

32、×0.64)/(384×11×103×8.33×10-6)= 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15×15cm.跨徑為0.6m.間距為0.6m.截面慣性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10-4m³先按荷載為集中荷載進(jìn)行檢算0.6m長(zhǎng)縱梁上承擔(dān)的每根橫梁重量為:0.1×0.1&#

33、215;0.6×6 = 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 = 18.4×0.6+0.036 = 11.1kn跨中最大彎矩:m =p(a2b+ab2+l3/8)/l2=11.1×0.6×(0.052×0.55+0.552×0.05+0.63/8)/0.62=0.8kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量e = 11×103mpa橫梁彎拉應(yīng)力:= m/w = (0.8×103)/( 5.625

34、5;10-4) = 1.4mpa <【】= 14.5mpa.抗剪強(qiáng)度檢算q = p= 11.1 kna = 0.15×0.15=0.0225=3q/2a = (3×11.1×10-3)/（2×0.0225）= 0.74mpa < 【】= 2.3mpa橫梁撓度f =(a(3l2-4a2)*2+l3)p/48ei =(0.05×(3×0.62-4×0.052)×2+0.63)×11.1/（48×11×106×4.22×10-5） =0.16mm < l

35、/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 = 44.2×0.62/8 = 2.0kn·m橫梁彎拉應(yīng)力= m/w = 2.0/(5.625×10-4) = 3.6mpa < 【】= 14.5mpa 抗剪強(qiáng)度檢算 q = ql = 44.2×0.6= 26.6kna = 0.15×0.15=0.0225=q/2a = 26.6×10-3/（2×0.0225）

36、 =0.59mpa < 【】= 2.3mpa橫梁撓度檢算f = 5ql4/384ei = (5×44.2×0.64)/(384×11×106×4.22×10-5)= 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60×60cm,所以每根鋼管承受上部60×60cm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 = 1.2×27×2×0.6×0.6+ (f2+f3+f4+f5+

37、f6+f7)×0.6×0.6 = 26.6kn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48×3.5mm,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(jí)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 = 26.6×103/（0.744×3

38、97.6）= 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/(0.15×0.15) = 1182.2kpa三七灰土和砼擴(kuò)散角均按30o計(jì)2×0.8tan30o = 0.921182.2×0.152/(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= 2×27 = 54kn/偏

39、安全考慮，箱梁荷載取1.2倍計(jì)算f1 = 1.2×54 = 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 =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 = 15×1.23/12 = 2.16cm4 截面抵抗矩：w = bh2/6 = 15×1.22/6 = 3.6cm³ 跨

40、中最大彎矩：m = ql2/8 = (10.95×0.122)/8 = 0.02kn·m 彎拉應(yīng)力：= m/w = (0.02×103)/(3.6×10-6) = 5.6mpa <【】= 11mpa 撓度：f = 5ql4/384ei = (5×10.95×0.154)/(384×0.1×105×2.16×10-8) = 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10×10cm方木，跨徑為0.6m，中對(duì)中間距為0.3

41、m.橫向方木力學(xué)性能： 截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³ 截面慣性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4 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 = (22.1×0.62)/8 = 1.0kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量：e = 11&#

42、215;103mpa抗彎強(qiáng)度檢算= m/w = (1.0×103)/(1.67×10-4) = 6.0mpa < 【】= 14.5mpa抗剪強(qiáng)度檢算q = ql = 22.1×0.6= 13.26 kna = 0.1×0.1=0.01=q/2a = 13.26×10-3/（2×0.01） = 0.66mpa < 【】= 2.3mpa剛度驗(yàn)算 f = 5ql4/384ei = (5×22.1×0.64)/(384×11×103×8.33×10-6)= 0.4mm &

43、lt; 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15×15cm.跨徑為0.9m.間距為0.6m.截面慣性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10-4m³先按荷載為集中荷載進(jìn)行檢算0.6m長(zhǎng)縱梁上承擔(dān)的每根橫梁重量為:0.1×0.1×0.6×6 = 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 = 22.1×0.6+0.036 = 13.3kn跨中最大彎矩:m =p(a2b+ab2+l3/8)/l2=13.3×0.6×(0.152×0.75+0.752×0.15+0.93/8)/0.92=1.9kn·m東北落葉松容許抗彎應(yīng)力【】= 14.5mpa.彈性模量e = 11×103mpa橫梁彎拉應(yīng)力:= m/w = (1.9×103)/( 5