土木工程-框架結(jié)構(gòu)畢業(yè)設(shè)計(jì)

1、畢業(yè)論文設(shè)計(jì)）論文（設(shè)計(jì)）題目：錦繡乾城8號(hào)樓鋼筋混凝土單元式住宅姓 名宋曰良學(xué)號(hào)20072002088學(xué) 院土建與水利學(xué)院專業(yè)土木工程年級(jí)2007級(jí)指導(dǎo)教師姜麗榮衣振華劉振華2011年月日本畢業(yè)設(shè)計(jì)題目是錦繡乾城8號(hào)樓鋼筋混凝土單元式住宅設(shè)計(jì)，該住宅樓的總建筑 面積大約是7153.92平方米，共十層，建筑高度為28米。本建筑采用鋼筋混凝土全現(xiàn) 澆框架結(jié)構(gòu)體系，基礎(chǔ)采用筏板基礎(chǔ)。本設(shè)計(jì)內(nèi)容包括手算和電算兩部分。其中手算部分分計(jì)算書(shū)的主要內(nèi)容為設(shè)計(jì)的 總說(shuō)明、構(gòu)件尺寸的初步確定、框架的計(jì)算簡(jiǎn)圖、荷載計(jì)算、框架橫向側(cè)移計(jì)算、框 架在水平及豎向荷載作用下的內(nèi)力計(jì)算分析和計(jì)算、內(nèi)力組合、截面設(shè)計(jì)及基礎(chǔ)

2、設(shè)計(jì)。 計(jì)算豎向力作用采用分層法，計(jì)算風(fēng)荷載及地震荷載作用采用D值法。由于此框架屬 于三級(jí)框架，所以沒(méi)有進(jìn)行節(jié)點(diǎn)抗震設(shè)計(jì)，但是在梁柱截面設(shè)計(jì)時(shí)要采用“強(qiáng)柱弱梁” 原則。圖紙包括張，圖紙目錄及結(jié)構(gòu)設(shè)計(jì)總說(shuō)明、人工挖孔樁樁位平面布置圖、人工 挖孔樁及承臺(tái)梁配筋詳圖、結(jié)構(gòu)平面布置圖、樓板配筋圖、樓面梁平面整體配筋圖， 軸線框架配筋圖。電算時(shí)，先用PMCAD軟件進(jìn)行結(jié)構(gòu)平面布置，檢查平面數(shù)據(jù)，輸入次梁樓板，輸 入荷載數(shù)據(jù)，形成PK文件，畫(huà)結(jié)構(gòu)平面圖，然后使用PK進(jìn)行框架計(jì)算；在設(shè)計(jì)過(guò)程 中采用了手算和電算兩種方式，對(duì)計(jì)算結(jié)果進(jìn)行校核，及時(shí)發(fā)現(xiàn)設(shè)計(jì)中的錯(cuò)誤以及與 電算不同的部分，找出原因。關(guān)鍵詞：畢業(yè)設(shè)

3、計(jì)，框架結(jié)構(gòu)，內(nèi)力組合，截面設(shè)計(jì)，地震力第一章、工程概況錦繡乾城8號(hào)樓鋼筋混凝土單元式住宅位于濟(jì)南市中心地段。該住宅樓地面以上 十層高2.8m，非人防全地下室一層，凈高為2.4m。體現(xiàn)“以人為本”的設(shè)計(jì)原則，設(shè) 一梯四戶，每戶建筑面積75120m2，每戶均有有一間南向臥室，共有兩種戶型。每單 元設(shè)電梯一部。該工程七度抗震設(shè)防，設(shè)計(jì)基本加速度0.1g，第二分組。II類場(chǎng)地，地耐力 f = 120kpa，地下水位-1.500m。k基本風(fēng)壓w = 0.5kN/m2，地面粗糙程度為C類.0基本雪壓 s0 = 0.35kN / m 2。第二章、結(jié)構(gòu)方案及基本參數(shù)的確定本建筑地面以上十層，擬采用框架結(jié)構(gòu)體

4、系，基礎(chǔ)為筏板基礎(chǔ),為了使結(jié)構(gòu)的整 體剛度較好，樓面、屋面、樓梯、天溝等等都采用現(xiàn)澆整體結(jié)構(gòu)。高層框架結(jié)構(gòu)應(yīng)設(shè)計(jì)成雙向梁柱抗側(cè)力體系,框架梁、柱中心線宜重合.本建筑 最大柱矩為6.6米,根據(jù)結(jié)構(gòu)布置，本建筑平面除個(gè)別板區(qū)格為單向板外,其余均 為雙向板。樓面板和屋面板均采用現(xiàn)澆整體式，厚度均取為120mm。本建筑材料選用如下：混凝土:采用C30與C40，地下室及14層柱采用C40。鋼筋:縱向受力鋼筋采用熱軋鋼筋HRB400，其余采用熱軋鋼筋HRB235墻體:外墻和分戶墻采用灰砂磚，尺寸為 240mmX 120mm X 60m,y = 18kN /m2;內(nèi)隔墻采用焦渣空心磚，尺寸為 290mmX

5、290mX 140mm，重度y = 9.8kN / m2.窗：鋼塑門(mén)窗，y= 0.35kN/m266005100dii2004M1伽3600!圖2-1結(jié)構(gòu)布置圖所選計(jì)算框架為CDE框架，該棉框架結(jié)構(gòu)布置圖如上圖2-1所示。梁柱截面尺寸估算框架橫梁截面尺寸橫梁截面高度 h = (1/12 1/8)/ = (350 600)，取 h = 500橫梁截面寬度b = (1/31/2)h = (167 250)，取b = 250框架柱截面尺寸底層柱軸力估算：假定結(jié)構(gòu)每平方米總荷載設(shè)計(jì)值為12kN，則底層中柱的設(shè)計(jì)值約為:N = 12 x 4.5 x 5.85 x 10 = 3159kN，混凝土采用 C4

6、0 時(shí),f =19.1MPa, c假定柱截面為b x h = 500 x 500,則柱的軸壓比：r = - =3159000= 0.66 0.85fbh 19.1x 500 x 500c故取柱截面為b x h = 500 x 500.確定框架計(jì)算簡(jiǎn)圖框架柱嵌固于基礎(chǔ)頂面,框架梁與柱剛接,各層柱的截面尺寸保持不變，故 梁跨等于柱截面形心軸線之間的距離，底層柱高從基礎(chǔ)頂面算至二屋樓面，所以 底層柱高為3.3m,其余各層柱高均為2.8m?？蚣芰褐€剛度計(jì)算由于樓面板與框架梁的混凝土受用整體現(xiàn)澆,當(dāng)梁兩側(cè)都有樓板時(shí)，取I = 2101左跨梁:i = EI /1 = 3.0 x104 x 2xx 250

7、 x5003/4800 = 3.26x104kN mi121右跨梁:i = EI /1 = 3.0 x 104 x 2x 仍x 250 x 5003/4200 = 3.72x 104kN m1底層柱:i = EI / h = 3.0 x104 xx 500 x 5003 /3300 = 4.73 x104kN mg121其余層柱:i = EI / h = 3.0 x 104 xx 500 x 5003 / 2800 = 5.58x 104kN mo12令i, =1.0,則其余各構(gòu)件的線剛度為：.3.72 八.4.73 八.5.58i = 1, i = 3 26 = 1.141, i = 3 2

8、6 = 1.451, i = 326 = 1.712第三章、荷載統(tǒng)計(jì)為了便于以后的內(nèi)力組合，荷載計(jì)算按標(biāo)準(zhǔn)值計(jì)算恒載標(biāo)準(zhǔn)值計(jì)算屋面找平層:15厚水泥砂漿0.015 x 20 = 0.3kN / m2防水層（剛性）:40厚C20細(xì)石混凝土防水1kN /m2防水層（柔性）:三氈四油鋪小石子0.4kN / m 2找平層:15厚水泥砂漿0.015 x 20 = 0.3kN / m 2找坡層:40厚水泥石灰焦渣砂漿3%。0.04 x 14 = 0.56kN / m 2保溫層:80厚礦渣水泥0.08 x14.5 = 1.16kN / m 2結(jié)構(gòu)層:120厚現(xiàn)澆鋼筋混凝土板0.12 x 25 = 3kN /

9、 m 2合計(jì)6.89 kN / m 2標(biāo)準(zhǔn)層樓面大理石面層,水泥砂漿擦縫30厚1:3干硬性水泥砂漿,面上撒2厚素水泥卜1.16 kN / m 2水泥砂漿結(jié)合層一道J結(jié)構(gòu)層:120厚現(xiàn)澆鋼筋混凝土板0.12 x 25 = 3kN / m 2抹灰層:10厚混合砂漿0.01x17 = 0.17 kN / m 2合計(jì)4.33kN / m 2衛(wèi)生間樓面12厚大理石面層，水泥砂漿擦縫10厚1:3干硬性水泥砂漿,面上撒2厚素水泥卜0.60kN / m 22厚聚氨脂防水涂料，四周卷起J找坡層:最低處25厚水泥石灰焦渣砂漿3%0.04 x 14 = 0.56kN / m 2結(jié)構(gòu)層:120厚現(xiàn)澆鋼筋混凝土板0.1

10、2 x 25 = 3kN / m 2抹灰層:10厚混合砂漿0.01x17 = 0.17 kN / m 2合計(jì)4.33kN / m 2梁自重b x h = 300 x 600;抹灰層:10厚混合砂漿0.01x17 = 0.17 kN / m 2自重:25 x 0.3 x (0.6-0.12) = 3.6kN / m抹灰層:10 厚混合砂漿 0.01x(0.6-0.12 + 0.3)x2x 17 = 0.27kN/m3.87kN / m合計(jì)b x h = 250 x 500;自重：25 x 0.25 x (0.5 -0.12) = 2.38kN / m抹灰層:10 厚混合砂漿 0.01x(0.5-

11、0.12 + 0.25)x2x 17 = 0.21kN/m合計(jì)U9kN / mb x h = 200 x 400自重：25 x 0.2 x (0.4 -0.12) = 1.4kN / m抹灰層:10 厚混合砂漿 0.01x (0.4-0.12 + 0.2) x 2 x 17 = 0.16kN / m合計(jì)1.56 kN / mb x h = 100 x 200自重：25 x 0.1x (0.2 -0.12) = 0.2kN / m抹灰層:10 厚混合砂漿 0.01x(0.2-0.12 + 0.1)x2x 17 = 0.0612kN/m合計(jì)0.26kN / m柱自重b x h = 500 x 50

12、0自重25 x 0.5 x 0.5 = 6.25kN / m抹灰層:10 厚混合砂漿0.01 x 0.5 x 4 x 17 = 0.34kN / m合計(jì)6.59kN / m外縱墻自重(及帶窗橫墻)標(biāo)準(zhǔn)層：縱墻0.24 x 1 x 18 = 4.32kN / m鋁合金窗1.2 x 0.35 = 0.42kN / m水刷石外墻面(2.8-1.2) x 0.5 = 0.8kN / m水泥粉刷內(nèi)墻面(2.8-1.2) x 0.36 = 0.58kN / m合計(jì)6.12kN / m底層：縱墻(基礎(chǔ)梁和主梁相同)0.24 x (3.3-0.6-1.2-0.5) x 18 = 4.32kN / m10 厚鋼

13、框玻璃窗1.2x 0.35 = 0.42kN/m水刷石外墻面(2.8-1.2) x 0.5 = 0.8kN / m水泥粉刷內(nèi)墻面(2.8-1.2) x 0.36 = 0.58kN / m合計(jì)外橫墻自重標(biāo)準(zhǔn)層：內(nèi)隔墻水泥粉刷外墻面水泥粉刷內(nèi)墻面6.12kN / m0.24 x (2.8- 0.5) x 18 = 9.94kN / m2.8 x 0.5 = 1.4kN / m2.8 x 0.36 = 1kN / m合計(jì)12.34 kN / m內(nèi)墻自重梁高200mm內(nèi)隔墻0.24 x (2.8- 0.2) x 9.8 = 6.11kN / m水泥粉刷內(nèi)墻面(2.8-0.2) x 0.36 x 2 =

14、 1.87kN / m合計(jì)7.98kN / m梁高400:內(nèi)隔墻0.24 x (2.8- 0.4) x 9.8 = 5.64kN / m水泥粉刷墻面(2.8 - 0.4) x 0.36 x 2 = 1.73kN / m合計(jì)7.37kN / m梁高500:內(nèi)隔墻0.24 x (2.8-0.5) x 9.8 = 5.41kN / m水泥粉刷墻面(2.8 - 0.5) x 0.36 x 2 = 1.66kN / m合計(jì)7.07kN / m梁高600:內(nèi)隔墻0.24 x (2.8-0.6) x 9.8 = 5.17 kN / m水泥粉刷墻面(2.8-0.6) x 0.36 x 2 = 1.58kN /

15、 m合計(jì)窗高2.1米外墻墻水泥粉刷內(nèi)墻面6.75kN / m0.24 x 0.1x 9.8 = 0.43kN / m2.1 x 0.24 x 0.4 = 0.2kN / m合計(jì)0.63kN / m活荷載標(biāo)準(zhǔn)值計(jì)算屋面和樓面活荷載標(biāo)準(zhǔn)值上人屋面：2kN / m 2樓面：1.5kN / m 2雪荷載標(biāo)準(zhǔn)值七二1x 0.35 = 0.35kN / m 2屋面活荷載與雪荷載不同時(shí)考慮兩者中的較大值豎向荷載作用下框架受荷總圖DE軸間框架梁按彈性理論計(jì)算雙向板支承梁，將梁上梯形或三角形荷載按支座轉(zhuǎn)角 相等的條件換算為等效均布荷載，求得等效均布荷載下的支座彎矩，最后根 據(jù)所求的支座彎矩和每跨的實(shí)際荷載分布由

16、平衡條件求得跨中彎矩和支 座剪力.屋面板傳遞給梁的荷載：恒載:6.89 x 1.2 x 5/8 + 6.89 x 2.4 x 5/8 = 15.51kN / m活載:2 x 1.2 x 5/8 + 2 x 2.4 x 5/8 = 4.5kN / m樓面板傳遞給梁的荷載：恒載:4.33 x 1.2 x 5/8 + 4.33 x 2.4 x 5/8 = 9.75kN / m活載:1.5 x 1.2 x 5/8 +1.5 x 2.4 x 5/8 = 3.38kN / mDE軸間框架梁均布荷載為：屋面梁:恒載=梁自重+板傳恒載=2.59 +15.51 = 18.1kN / m活載=板傳活載=4.5kN

17、 / m樓面梁:恒載=梁自重+板傳恒載+墻自重=2.56 + 9.75 + 7.07 = 19.41kN / m活載=板傳活載=3.38kN /m梁L2上荷載屋面板傳遞給梁L2的荷載：恒載:6.89 x 1.2 x 5/8 x 2 = 10.34kN / m活載:2 x 1.2 x 5/8 x 2 = 3kN / m樓面板傳遞給梁L2的荷載：恒載:4.33 x 1.2 x 5/8 x 2 = 6.5kN / m活載:1.5 x 1.2 x 5/8 x 2 = 2.26 kN / m梁自重標(biāo)準(zhǔn)值：0.26kN /墻自重標(biāo)準(zhǔn)值：7.98kN /DE軸間框架梁中間集中荷載為：屋面梁:恒載=（梁自重+

18、板傳荷載）x凈跨/2=（0.26 +10.34） x 2.16 + 2 = 11.45kN活載=板傳活載x凈跨/2= 3 x 2.16 + 2 = 3.24 kN樓面梁:恒載=（梁自重+板傳荷載+墻自重）x凈跨/2=（0.26 + 7.98 + 6.5） x 2.16 + 2 = 15.92kN活載=板傳活載x凈跨/2= 2.26 x 2.16 + 2 = 2.44 kNCD軸間框架梁1500 5a = 0.3574200屋面板傳遞給梁的荷載:恒載:6.89 x1.5 x (1-2 x 0.3572 + 0.3573)= 8.17kN / m活載:2 x 1.5 x (1-2 x 0.3572

19、 + 0.3573)= 2.37kN / m樓面板傳遞給梁的荷載：恒載:4.33 x1.5 x (1-2 x 0.3572 + 0.3573)= 5.13kN / m活載:1.5 x1.5 x (1-2 x 0.3572 + 0.3573)= 1.78kN / m梁自重標(biāo)準(zhǔn)值：2.59kN /墻自重標(biāo)準(zhǔn)值：7.07kN /CD軸間框架梁均布荷載為：屋面梁:恒載=梁自重+板傳恒載=2.59 + 8.17 = 10.76kN / m 活載=板傳活載=2.37 kN / m樓面梁：恒載=梁自重+板傳恒載+墻自重= 2.59 + 7.07 + 5.13 = 14.79kN / m活載=板傳活載=1.7

20、8kN / mCD軸間框架梁跨中集中荷載為：屋面梁:恒載=（梁自重+板傳恒載）x凈跨/2=(2.59 + 2.1 x 6.89) x 4.6 - 2 = 39.24kN活載=板傳活載x凈跨/2=2 x 2.1 x 4.6 : 2 = 9.66 kN 樓面梁：恒載=(梁自重+板傳恒載+墻自重)x凈跨/2=(2.59 + 7.07 + 2.1x 4.33) x 4.6 - 2 = 43.13kN活載=板傳活載x凈跨/2=3.15 x 4.6 - 2 = 8.05 kNE柱縱向集中荷載的計(jì)算(1)計(jì)算KL1均布荷載和集中荷載L4上均布荷載為：屋面梁:恒載=梁自重+板傳恒載= 0.26 + 6.89

21、x 0.6 x 5/8 x 2 = 5.43kN / m活載=板傳活載=2 x 0.6 x 5/8 x 2 = 1.5kN / m樓面梁：恒載=梁自重+板傳恒載+墻自重= 0.26 + 4.33 x 0.6 x 5/8 x 2 + 7.98 = 11.49kN / m 活載=板傳活載=1.5 x 0.6 x 5/8 x 2 = 1.13kN / mL3梁上均布荷載為：屋面梁:恒載=梁自重+板傳恒載_ 6.89 x 0.6 x (1-2 x 0.28572 + 0.28573) +一 6.89 x 1.8 x (1-2 x 0.42862 + 0.42863) + 2.59 = 14.97kN

22、/ m 活載=板傳活載_ 2 x 0.6 x (1-2 x 0.28572 + 0.28573) +2 x1.8 x (1-2 x 0.42862 + 0.42863) = 3.59kN / m樓面梁：恒載=梁自重+板傳恒載+墻自重4.33 x 0.6 x (1-2 x 0.28572 + 0.28573) +=4.33 x1.8 x (1-2 x 0.42862 + 0.42863) +2.59 + 7.07 = 3.59kN / m 活載=板傳活載_ 1.5 x 0.6 x (1-2 x 0.28572 + 0.28573) +1.5 x1.8 x (1-2 x 0.42862 + 0.4

23、2863) = 2.69kN / mL1梁上靠近D軸處集中荷載：屋面梁:恒載=5.43 x (1.2 - 0.24)/4 +14.97 x (4.2 - 0.24) / 2 = 30.94kN活載=1.5 x (1.2 - 0.24)/4 + 3.59 x (4.2 - 0.24) / 2 = 7.47kN樓面梁:恒載=11.49 x (1.2 - 0.24)/4 +17.44 x (4.2 - 0.24)/2 = 37.29kN活載=1.13 x (1.2 - 0.24)/4 + 2.69 x (4.2 - 0.24)/2 = 6.41kNL梁上跨中處集中荷載：屋面梁:恒載=(梁自重+板傳荷

24、載)x凈跨/2=(0.26 +10.34) x 2.16 - 2 = 11.45kN活載=板傳活載x凈跨/2= 3 x 2.16 - 2 = 3.24 kN樓面梁:恒載=(梁自重+板傳荷載+墻自重)x凈跨/2=(0.26 + 7.98 + 6.5) x 2.16 - 2 = 15.92kN活載=板傳活載x凈跨/2=2.26 x 2.16 : 2 = 2.44 kNL1梁靠近D軸1.2米段均布荷載為：屋面梁:恒載=梁自重+板傳恒載=2.59 + (5.17 + 6.89 x 0.6 x 5/8) = 10.34kN / m活載=板傳活載=1.5 + 2 x 0.6 x 5/8 = 2.25kN

25、/ m樓面梁：恒載=梁自重+板傳恒載+墻自重= 2.59 + (3.25 + 4.33 x 0.6 x 5/8) + 7.07 = 14.53kN / m活載=板傳活載=1.13 +1.5 x 0.6 x 5/8 = 2.07 kN / mL1梁其余段段均布荷載為：屋面梁:恒載=梁自重+板傳恒載=2.59 + (5.17 + 6.89 x 1.8 x 5/8) = 5.5kN / m活載=板傳活載=1.5 + 2 x 1.8 x 5/8 = 3.75kN / m樓面梁：恒載=梁自重+板傳恒載+墻自重= 2.59 + (3.25 + 4.33 x 1.8 x 5/8) + 7.07 = 17.7

26、8kN / m活載=板傳活載=1.13 +1.5 x 1.8 x 5/8 = 2.82 kN / m根據(jù)L1梁上的均布荷載及集中荷載情況，可得L1梁在E軸處集中力為:屋面梁恒載=47.44KN活載=11.69KN樓面梁恒載=56.25KN活載=8.94KNL1梁在D軸處集中力為:屋面梁恒載=63.19KN活載=15.22KN頂層柱活載=12.55KN樓面梁恒載=78.41KN女兒墻自重：(做法:墻高1100mm,100mm的混凝土壓頂，外加雙面水刷石外 墻面)0.24*1.1*18 + 25*0.1*0.24 + (1.2*2 + 0.24)*0.5 = 6.67kN / m(天溝自重=琉璃瓦

27、+現(xiàn)澆天溝)1.05*1.1 = 1.16kN / m琉璃瓦自重：現(xiàn)澆天溝自重：25* 0.06 + (0.2- 0.08) * 0.08 + (0.6 + 0.2) * (0.5 + 0.36) = 2.13kN / m合計(jì)9.96 kN / mKL1梁靠近E軸2.4米段均布荷載為：屋面梁:恒載=女兒墻及天溝自重+梁自重+板傳恒載=9.96 + 3.87 + 5.17 = 19kN / m活載=板傳活載=1.5kN / m樓面梁：恒載=梁自重+板傳恒載+墻自重= 3.87 + 3.25 + 7.07 = 14.19kN / m活載=板傳活載=1.13 = 2.82 kN / mKL1梁其余段

28、均布荷載為：屋面梁：恒載=女兒墻及天溝自重+梁自重+板傳恒載=9.96 + 3.87 + 6.89 x 1.8 x (1 - 2 x 0.42862 + 0.42863) = 22.04kN / m活載=板傳活載=2 x1.8 x (1 - 2 x 0.42862 + 0.42863) = 2.38kN / m樓面梁：恒載=梁自重+墻自重+板傳恒載=3.87 + 6.12 + 4.33 x 1.8 x (1 - 2 x 0.42862 + 0.42863 ) = 15.15kN / m活載=板傳活載=1.5 x1.8 x (1 - 2 x 0.42862 + 0.42863) = 1.79kN

29、 / m根據(jù)KL1梁上的均布荷載及集中荷載情況，可得KL1梁在E柱處集中力為:屋面梁恒載=99.41KN活載=14.15KN樓面梁恒載=72.15KN活載=10.75KN(2)計(jì)算KL2上均布荷載情況屋面梁：恒載=女兒墻及天溝自重+梁自重+板傳恒載=9.96 + 3.87 + 6.89 x 1.8 x (1 - 2 x 0.42862 + 0.42863) = 22.04kN / m活載=板傳活載=2 x 2.4 x (1 - 2 x 0.472 + 0.473) = 3.18kN / m樓面梁：恒載=梁自重+墻自重+板傳恒載=3.87 + 0.63 + 4.33 x 2.4 x (1 - 2

30、 x 0.472 + 0.473) = 11.38kN / m活載=板傳活載=1.5 x 2.4 x (1 - 2 x 0.472 + 0.473) = 2.38kN / mE柱上集中荷載為：屋面梁：恒載=99.41 + 24.78 x 4.86 - 2 = 159.63kN / m活載=14.15 + 3.18 x 4.86 - 2 = 21.88 kN / m樓面梁：恒載=72.15 +11.38 x 4.86 - 2 = 99.8kN / m活載=10.75 + 2.38 x 4.86 - 2 = 16.53kN / mD柱縱向集中荷載的計(jì)算(1)計(jì)算KL4均布荷載屋面梁：恒載=梁自重+

31、板傳恒載=2.59 + 6.89 x (2.4 x (1 - 2 x 0.472 + 0.473) +1.05) = 20.77kN / m活載=板傳活載=2 x (2.4 x (1 - 2 x 0.472 + 0.473) +1.05) = 5.28kN / m樓面梁：恒載=梁自重+墻自重+板傳恒載=2.59 + 7.07 + 4.33 x (2.4 x (1 - 2 x 0.472 + 0.473)+1.05) = 21.09kN / m活載=板傳活載=1.5 x (2.4 x (1 - 2 x 0.472 + 0.473)+1.05) = 3.96kN / m(2)計(jì)算KL3均布荷載和集

32、中荷載梁L5在C軸D軸處集中荷載為：屋面梁恒載 =2.59 + 8.17 + 6.89x1.8x(1 -2 x 0.4292 + 0.4293)x3.96:2一 =37.56kN活載2.37 + 2x 1.8 x (1 - 0.4292 + 0.4293) x 3.96 : 2 = 9.41kN樓面梁恒載 =b.59 +7.07 + 5.13 + 4.33 x1.8 x (1 - 2 x 0.4292 + 0.4293)x 3.96 : 2一=39.5kN活載=1.78 +1.5 x 1.8x (1 - 0.4292 + 0.4293) x 3.96: 2 = 7.07kNL4，L1作用在KL

33、3上集中荷載已經(jīng)求出。KL3上均布荷載為：屋面梁：恒載=梁自重+板傳荷載_3.87 +L.89 x 0.6 x (1 - 2 x 0.28572 + 0.28573) x1.86 x 2 + 5.17 x 2.16一 + 6.89 x1.8 x 5/8 + 6.89 x1.5 x 5/8 x 2.74/6.36 = 12.13kN / m活載=板傳荷載2 x 0.6 x (1 - 2 x 0.28572 + 0.28573) x1.86 x 2 +1.5 x 2.16 + 2 x1.8 x 5/8 + 2 x1.5 x 5/8 x 2.74/6.36 = 2.4kN / m樓面梁：恒載=梁自重

34、+板傳荷載+墻自重_ 3.87 + L.33 x 0.6 x (1 - 2 x 0.28572 + 0.28573) x1.86 x 2 + 3.25 x 2.16一 + 4.33 x1.8 x 5/8 + 4.33 x1.5 x 5/8 x 2.74/6.36 + 5.19 = 15.81kN / m活載=板傳荷載1.5 x 0.6 x (1 - 2 x 0.28572 + 0.28573) x1.86 x 2 +1.13 x 2.16 +1.5 x1.8 x 5/8 +1.5 x 1.5 x 5/8 x 2.74/6.36 = 1.8kN / m根據(jù)KL3上集中荷載與均布荷載及KL4上均布

35、荷載情況，可以算得F柱上集中荷載為：屋面梁：恒載=(37.56 + 2.61 + 63.19 +12.13 x 6.36)/2 + 20.77 x 4.86/2 = 140.693活載=(9.41 + 0.72 +15.22 + 2.4 x 6.36) / 2 + 5.28 x 4.86 / 2 = 33.14kN樓面梁：恒載=(39.5 + 5.52 + 78.41 + 15.81x 6.36)/2 + 21.09 x 4.86/2 = 163.24kN活載=(7.07 + 0.54 +12.55 +1.8 x 6.36)/2 + 3.96 x 4.86/2 = 25.42kNC柱縱向集中荷

36、載的計(jì)算(1) KL5上均布荷載及集中荷載靠近C柱3米段內(nèi)均布荷載為：屋面梁：恒載=女兒墻及天溝自重+梁自重+板傳荷載= 9.96 + 3.87 + 6.89 x 1.5 x 5/8 = 20.3kN / m活載=板傳荷載=2 x 1.5 x 5/8 = 1.88kN / m樓面梁：恒載=梁自重+墻自重+板傳荷載= 3.87 + 6.12 + 4.33 x 1.5 x 5/8 = 14.05kN / m活載=板傳荷載=1.5 x 1.5 x 5/8 = 1.41kN / m其余段均布荷載為：屋面梁：恒載=女兒墻及天溝自重+梁自重+板傳荷載= 9.96 + 3.87 + 6.89 x 1.8 x

37、 5/8 = 21.58kN / m活載=板傳荷載=2 x 1.8 x 5/8 = 2.25 kN / m樓面梁：恒載=梁自重+墻自重+板傳荷載= 3.87 + 6.12 + 4.33 x 1.8 x 5/8 = 14.86kN / m活載=板傳荷載=1.5 x 1.8 x 5/8 = 1.69 kN / m根據(jù)KL5上均布及集中荷載情況，可得K15作用在C柱上集中力為:屋面梁恒載=89.32KN活載=11.84KN樓面梁恒載=69.43KN活載=8.89KN(2).KL6上均布荷載及集中荷載L7梁上離C軸2.4米處作用集中力為：屋面梁:恒載=1.56 + 6.89 x 1.2 x (1 -

38、2 x 0.3332 + 0.3333)+ 6.89 x 5/8 x1.8x3.36/2 =26.91 kN活載=E x1.2 x (1 - 2 x 0.3332 + 0.3333)+ 2 x 5/8 x1.8x3.36/2 = 7.07kN樓面梁：恒載=8.93 + 4.33 x1.2 x (1 - 2 x 0.3332 + 0.3333)+ 4.33 x 5/8 x1.8x3.36/2一 =30.3kN活載=1.5 x1.2 x (1 - 2 x 0.3332 + 0.3333)+1.5 x 5/8 x1.8x3.36/2 = 5.3kNL7梁上靠近C軸2.4米段均布荷載為：屋面梁：恒載=

39、女兒墻及天溝自重+梁自重+板傳荷載= 9.96 + 3.87 + 6.89 x 1.2 x 5/8 = 19kN / m活載=板傳荷載=2 x 1.2 x 5/8 = 1.5kN / m樓面梁：恒載=梁自重+墻自重+板傳荷載= 3.87 + 6.12 + 4.33 x 1.2 x 5/8 = 13.24kN / m活載=板傳荷載=1.5 x 1.2 x 5/8 = 1.125 kN / mL7梁上其余段均布荷載為：屋面梁：恒載=女兒墻及天溝自重+梁自重+板傳荷載=9.96 + 3.87 + 6.89 x 1.8 x (1 - 2 x 0.42862 + 0.42863) = 22.65kN /

40、 m活載=板傳荷載=2 x1.8 x (1 - 2 x 0.42862 + 0.42863) = 2.56kN / m樓面梁：恒載=梁自重+墻自重+板傳荷載= 3.87 + 6.12 + 4.33 x1.8 x (1 - 2 x 0.42862 + 0.42863)= 15.53kN / m活載=板傳荷載=1.5 x 1.8 x (1 - 2 x 0.42862 + 0.42863) = 1.92kN / m根據(jù)L7梁上均布荷載及集中荷載情況，可得L7梁作用在KL6上集 中力為：屋面梁:樓面梁:恒載=85.80KN恒載=67.54KN活載=11.12KN活載=8.34KNKL6梁靠近C柱1.5

41、米范圍均布荷載為：屋面梁；恒載=女兒墻及天溝自重+梁自重+板傳荷載= 9.96 + 3.87 + 6.89 x 1.05 = 21.06kN / m活載=板傳荷載=2 x 1.05 = 2.1kN / m樓面梁：恒載=梁自重+墻自重+板傳荷載= 3.87 + 6.12 + 4.33 x 1.05 = 14.54kN / m活載=板傳荷載=1.5 x 1.05 = 1.58kN / m其余區(qū)段均布荷載為：屋面梁：恒載=梁自重+板傳荷載= 3.87 + 6.89 x1.05 + 6.89 x1.2 x (1 - 2 x 0.3332 + 0.3333)= 17.84kN / m活載=板傳荷載=2

42、x 1.05 + 2 x 1.2 x (1 - 2 x 0.3332 + 0.3333)= 4.06kN / m屋面梁：恒載=梁自重+墻自重+板傳荷載= 3.87 + 6.75 + 4.33 x1.05 + 4.33 x1.2 x (1 - 2 x 0.3332 + 0.3333)= 19.4kN / m活載=板傳荷載=1.5 x1.05 +1.5 x1.2 x (1 - 2 x 0.3332 + 0.3333)= 3.04kN / m根據(jù)KL6上均布荷載及集中荷載情況，可得KL6作用在C柱上集中荷載為:屋面梁：恒載=117.88KN活載=16.43KN樓面梁：恒載=96.18KN活載=12.

43、33KNC柱集中荷載為：屋面梁：恒載=89.32 +117.88 = 207.2kN / m活載=11.84 +16.43 = 28.27kN / m樓面梁：恒載=69.43 + 96.18 = 165.61kN / m活載=12.33 + 8.89 = 21.22kN / m豎向恒載作用下的受荷總圖為:豎向活載作用下的受荷總圖為:4.風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算為了簡(jiǎn)化計(jì)算,將計(jì)算單元范圍內(nèi)的外墻面上的分布風(fēng)荷載化為等效的樓層面 集中荷載.計(jì)算公式為w =。日w (h + h )*B/2. p為風(fēng)振系數(shù)川為建筑體型系數(shù)，取k z s 0 i jzSZr = 0.8 + (0.48 + 0.03H /B總

44、) = 1.3。地面粗糙程度為 C 類，u = 0.616(而)o.44。外型和剛度沿高度變化不大，可只考慮基本振型影響，Pz=i+HLzT = 0.08 x10 = 0.8siWT 2 = 0.5 x (0.8)2 x 0.62 = 0.1984 o 1查表得：=1.2792，v= 0.43。各層樓面處集中荷載標(biāo)準(zhǔn)值見(jiàn)下表高度z28.00高度變化系數(shù)rz0.97風(fēng)荷載體形系數(shù)RS1.30風(fēng)振系數(shù)pz1.57基本風(fēng)壓w00.35下柱高2.80上柱高2.40風(fēng)荷載標(biāo)準(zhǔn)值10.5125.200.931.301.540.352.802.8010.5822.400.881.301.500.352.80

45、2.809.8319.600.831.301.460.352.802.809.0416.800.771.301.430.352.802.808.2314.000.741.301.370.352.802.807.5611.200.741.301.300.352.802.807.158.400.741.301.220.352.802.806.745.600.741.301.150.352.802.806.342.800.741.301.070.352.802.805.93第四章、內(nèi)力計(jì)算一、分層法計(jì)算豎向荷載作用下的內(nèi)力分層法的簡(jiǎn)化原理是因?yàn)槎鄬佣嗫缈蚣芙Y(jié)構(gòu)在一般豎向荷載作用下的側(cè)移 是很小的，可

46、按照無(wú)側(cè)移框架進(jìn)行內(nèi)力計(jì)算，又由影響線理論和精確分析得知,各層 荷載對(duì)其它層桿件的內(nèi)力影響也不很大,因此可以將多層框架簡(jiǎn)化為多個(gè)單層框架 進(jìn)行計(jì)算。簡(jiǎn)化為多個(gè)單層框架之后，用結(jié)構(gòu)力學(xué)求解器來(lái)進(jìn)行計(jì)算。頂層受力圖如下所示頂層彎矩圖如下圖所示:29層受力圖如下所示:29層彎矩圖如下所示:底層受力圖如下所示:底層彎矩圖如下所示:該棉框架恒載作用下彎矩圖如下:層號(hào)ql（m）1/2qlEM/LF(KN)Ve=1/2F+1/2ql-EM/L (KN)Vd=1/2F+1/2ql+ EM/L (KN)1018.104.8043.444.4111.4544.7553.58919.414.8046.583.201

47、5.9251.5157.74819.414.8046.583.2015.9251.5157.74719.414.8046.583.2015.9251.5157.74619.414.8046.583.2015.9251.5157.74519.414.8046.583.2015.9251.5157.74419.414.8046.583.2015.9251.5157.74319.414.8046.583.2015.9251.5157.74219.414.8046.583.2015.9251.5157.74119.414.8046.583.4015.9251.1457.95恒載作用下DC跨梁端剪力作用

48、計(jì)算過(guò)程見(jiàn)下表層號(hào)ql (m)1/2qlEM/LF(KN)Ve=1/2F+1/2ql-EM/L(KN)Vd=1/2F+1/2ql+ EM/L(KN)1010.764.2022.60-5.6639.2447.8736.56914.794.2031.06-4.1143.1354.3546.14814.794.2031.06-4.1143.1354.3546.14714.794.2031.06-4.1143.1354.3546.14614.794.2031.06-4.1143.1354.3546.14514.794.2031.06-4.1143.1354.3546.14414.794.2031.06

49、-4.1143.1354.3546.14314.794.2031.06-4.1143.1354.3546.14214.794.2031.06-4.1143.1354.3546.14114.794.2031.06-4.3643.1357.1248.27恒載作用下E柱軸向力作用計(jì)算過(guò)程見(jiàn)下表：（單位KN）層號(hào)橫梁傳剪力上傳恒載柱重上截面軸力下截面軸力1044.75159.6318.45204.38222.83951.5199.8018.45374.15392.60851.5199.8018.45543.91562.36751.5199.8018.45713.67732.12651.5199.801

50、8.45883.43901.88551.5199.8018.451053.201071.65451.5199.8018.451222.961241.41351.5199.8018.451392.721411.17251.5199.8018.451562.481580.93151.1499.8021.751731.881753.63層號(hào)左橫梁傳 剪力右橫梁傳上傳恒剪力載柱重上截面 軸力下截面軸力1053.5847.87140.6918.45242.14260.59957.7454.35163.2418.45535.91554.36857.7454.35163.2418.45829.69848.1

51、4757.7454.35163.2418.451123.471141.92657.7454.35163.2418.451417.241435.69557.7454.35163.2418.451711.021729.47457.7454.35163.2418.452004.802023.25357.7454.35163.2418.452298.572317.02257.7454.35163.2418.452592.352610.80157.9557.12163.2421.752889.112910.86恒載作忻 c柱軸向力作用計(jì)算過(guò)程見(jiàn)-下表：（單位KN）層號(hào)橫梁傳剪力上傳恒載柱重上截面軸力下截

52、面軸力1036.56207.2018.45243.76262.21946.14165.6118.45473.96492.41846.14165.6118.45704.16722.61746.14165.6118.45934.36952.81646.14165.6118.451164.561183.01546.14165.6118.451394.761413.21446.14165.6118.451624.961643.41346.14165.6118.451855.151873.60246.14165.6118.452085.352103.80148.27165.6121.752317.682

53、339.43、分層法計(jì)算豎向活載作用下的內(nèi)力頂層受力圖如下所示頂層彎矩圖如下圖所示：29層受力圖如下所示:29層彎矩圖如下所示:底層受力圖如下所示:底層彎矩圖如下所示:該棉框架恒載作用下彎矩圖如下：活載作用下ED跨梁端剪力作用計(jì)算過(guò)程見(jiàn)下表層號(hào)ql（m）1/2qlEM/LF (KN)Vd=1/2F=1/2ql-EM/L(KN)Vc=1/2F+1/2ql+ EM/L(KN)104.54.810.81.1173.2411.3013.5493.384.88.1120.50219.418.839.8483.384.88.1120.50219.418.839.8473.384.88.1120.50219

54、.418.839.8463.384.88.1120.50219.418.839.8453.384.88.1120.50219.418.839.8443.384.88.1120.50219.418.839.8433.384.88.1120.50219.418.839.8423.384.88.1120.50219.418.839.8413.384.88.1120.38819.418.809.87活載作價(jià) DC跨梁端剪力作用計(jì)算過(guò)程見(jiàn)下表層號(hào)ql（m）1/2qlEM/LF (KN)Vd=1/2F=1/2ql-EM/L(KN)Vc=1/2F+1/2ql+ EM/L(KN)102.374.24.977-

55、1.1919.6610.838.4591.784.23.738-0.6688.058.457.0781.784.23.738-0.6688.058.457.0771.784.23.738-0.6688.058.457.0761.784.23.738-0.6688.058.457.0751.784.23.738-0.6688.058.457.0741.784.23.738-0.6688.058.457.0731.784.23.738-0.6688.058.457.0721.784.23.738-0.6688.058.457.0711.784.23.738-0.7268.058.497.04活載作

56、用下E柱軸向力作用計(jì)算過(guò)程見(jiàn)下表層號(hào)橫梁傳剪力（KN）上傳活載（KN）截面軸力（KN）10.0011.3021.8833.189.008.8316.5358.558.008.8316.5383.917.008.8316.53109.276.008.8316.53134.635.008.8316.53159.994.008.8316.53185.353.008.8316.53210.712.008.8316.53236.071.008.8016.53261.40活載作用下D柱軸向力作用計(jì)算過(guò)程見(jiàn)下表層號(hào)左橫梁傳剪力右橫梁傳剪力上傳活載截面軸力10.0013.5410.8333.1457.519.

57、009.848.4525.42101.218.009.848.4525.42144.927.009.848.4525.42188.626.009.848.4525.42232.335.009.848.4525.42276.034.009.848.4525.42319.743.009.848.4525.42363.442.009.848.4525.42407.15活載作用下D柱軸向力作用計(jì)算過(guò)程見(jiàn)下表層號(hào)橫梁傳剪力（KN）上傳活載（KN）上截面軸力（KN）10.008.4528.2736.729.007.0721.2265.018.007.0721.2293.317.007.0721.22121

58、.606.007.0721.22149.905.007.0721.22178.194.007.0721.22206.483.007.0721.22234.782.007.0721.22263.071.007.0421.22291.331.009.878.4925.42450.93三、D值法計(jì)算風(fēng)荷載作用下的內(nèi)力1.各軸柱反彎點(diǎn)位置及D值的計(jì)算梁柱線剛度為：1左跨梁:i = EI /1 = 3.0 x104 x 2xx 250 x5003/4800 = 3.26x104kN mi121右跨梁:i = EI /1 = 3.0 x 104 x 2x 仍x 250 x 5003/4200 = 3.72x 104kN m1一一 一 一底層柱:i = EI / h = 3.0 x104 xx 500 x 5003 /3300 = 4.73 x104kN mg121 其余層柱:i = EI / h = 3.0 x104 xx 500 x 5003/2800 = 5.58x 104kN mo12令i, =1.0,則其余各構(gòu)件的線剛度為：.3.72 八.4.73 八.5.58i = 1, i = 3 26 = 1.141, i = 3 26 = 1.451, i = 326 = 1.712各軸柱反彎點(diǎn)位置及D值的計(jì)算過(guò)程見(jiàn)下表層號(hào)h(m)i*Wy3yy