基礎(chǔ)工程課程設(shè)計(jì)(樁基礎(chǔ)設(shè)計(jì))

1、*大學(xué)土木工程學(xué)院基礎(chǔ)工程課程設(shè)計(jì)(土木工程地下工程方向姓名:*學(xué)號(hào):*組別:*一班(ACE組二一一年六月目錄一. 工程概況 (3二 .選擇樁型、樁端持力層、承臺(tái)埋深 (6三. 確定單樁承載力特征值 (6四. 確定樁數(shù) (7五. Z1、Z2類柱下樁基礎(chǔ)設(shè)計(jì) (8六. Z3類柱下樁基礎(chǔ)設(shè)計(jì) (11七. Z4類柱下樁基礎(chǔ)設(shè)計(jì) (14八. 連系梁設(shè)計(jì) (18九. 基礎(chǔ)布置總平面圖 (20一 .工程概況鳳凰大廈為六層框架結(jié)構(gòu),±0.00以上高度19.6米,擬采用400×400mm 2鋼筋混凝土預(yù)制樁基礎(chǔ),整個(gè)基礎(chǔ)占地面積為(22.8350.322.780.6m =+.具體的地質(zhì)等工

2、程條件如下:Z 1Z 2Z 2Z 2Z 2Z 2Z 2Z 2Z 1Z 1Z 2Z 2Z 2Z 2Z 2Z 2Z 2Z 1 Z 3Z 3Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 4Z 3Z 3123456789DCB A底層柱網(wǎng)平面布置圖1、場(chǎng)地工程地質(zhì)條件 (1鉆孔平面布置圖17.5m 16.0m 16.0m 16.0mZk5Zk6Zk7Zk8Zk1Zk2Zk3Zk4(2工程地質(zhì)剖面圖-1.8-2.0-2.2-2.5-5.1(-5.8 -9.5(-10.5 -18.4(-20.4-3.0(-4.0-15.5(-17.3-4.5(-5.3-8.6(-9.2

3、-20.5(-21.8-6.0(-6.5-9.0(-9.7-20(-21.2雜填土淤泥粉質(zhì)粘土礫質(zhì)粘土-8.5(-9.8剖面-1.8-2.0-2.2-2.4-4.9(-4.5 -10.0(-11.4 -14.5(-16.3-3.0(-4.5-8.0(-9.4-17.0(-18.5-5.5(-6.2-22.0(-23.0-6.5(-7.5-9.5(-11.3-21.5-(22.0雜填土淤泥粉質(zhì)粘土礫質(zhì)粘土-8.5(-10.7剖面(3預(yù)制樁樁端承載能力標(biāo)準(zhǔn)值土層名稱樁周側(cè)摩阻力標(biāo)準(zhǔn)值q sk(kPa樁端極限承載力標(biāo)準(zhǔn)值q sk(kPa雜填土未完成自重固結(jié)/淤泥10 /粉質(zhì)粘土40 1900礫質(zhì)粘土

4、50 35002、底層柱截面尺寸及荷載底層柱柱截面尺寸軸力(KN偏心距離Z1400×400 1050 0.2Z2400×400 1280 0.2Z3400×600 1900 0.2Z4500×700 2000 0.13、其它條件(1柱底標(biāo)高為-1.0m;(2基礎(chǔ)梁(連系梁頂面荷載Q=15kN/m;(3建筑物處于非地震區(qū),可不考慮抗震。二 .選擇樁型、樁端持力層 、承臺(tái)埋深根據(jù)荷載和地質(zhì)條件,以礫質(zhì)粘土層做為樁端持力層。四類柱下樁統(tǒng)一選用同一種樁型,采用樁截面為400mm ×400mm 鋼筋混凝土預(yù)制樁,樁長21.9m ,樁入土深度為23.8m

5、。承臺(tái)埋深2m 。厚度為1.0m 。三.確定單樁承載力特征值-剖面 (KN h q u A q R n i n i i sia p p pa a 816504.5409.8104.46.116.035001211211=+=+= (KN h q u A q R n i ni i sia p p pa a 880503.8407105.56.116.035001211212=+=+=(KN h q u A q R n i ni i sia p p pa a 808508.340111036.116.035001211214=+=+=1K Z 2K Z 3K Z (KN h q u A q R n

6、 i n i i sia p p pa a 6.825503.3409.11101.46.116.035001211213=+=+=4K Z-剖面四.確定樁數(shù)最安全設(shè)計(jì)時(shí)取R a =780KN,根據(jù)柱的頂面荷載大小確定樁數(shù):Z 1 62.178010502.12.11=a R F n 取兩根樁 Z 2 97.178012802.12.12=a R F n 取兩根樁 Z 3 92.278019002.12.13=a R F n 取三根樁 Z 4 08.378020002.12.14=a R F n 取三根樁 5K Z (KN h q u A q R n i n i i sia p p pa a

7、8.836503.9405.4101.56.116.035001211215=+=+=(KN h q u A q R n i n i i sia p p pa a 880508.64091056.116.035001211216=+=+=6K Z 7K Z (KN h q u A q R n i ni i sia p p pa a 808508.1405.131036.116.035001211217=+=+=8K Z (KN h q u A q R n i n i i sia p p pa a 780503.240121036.116.035001211218=+=+=五.Z 1、Z 2類柱

8、下樁基礎(chǔ)設(shè)計(jì)(Z 1、Z 2類柱承臺(tái)選用同一種類型,因Z 2柱上豎向力大于Z 1柱上的豎向力.故參照Z 2類柱的相關(guān)數(shù)據(jù)來進(jìn)行此類基礎(chǔ)的設(shè)計(jì) (一選用兩根樁,樁長21.9m,即入土深度23.8m.嵌入承臺(tái)的0.1m.(二單樁承載力(最保守設(shè)計(jì)計(jì)算時(shí)R a =780KN(三單樁承載力驗(yàn)算初選承臺(tái)厚度1.0m,埋深2.0m,承臺(tái)初選2.0m ×10.m.面積A=2.0m 2KN Ad G G 802220=KN R KN n G F Q a K 7806802801280=+=+= KN R KN x x M n G F Q a ji y k 9362.13.8936.026.02.01

9、280280128022max ,=+=+= (四.配筋KN F F k 1728128035.135.1=m KN M M k =6.3452.0128035.135.1各樁不計(jì)承臺(tái)自重及其上土重GK 時(shí)凈反力:KN nF N k i 86435.1= 最大豎向力:KN x x M n F N j y k 129635.12max max =+= 對(duì)于最承臺(tái)危險(xiǎn)截面:m KN x N M i i y =4.5184.01296 承臺(tái)選用C30的混凝土:F t =1.143N/mm 2鋼筋選用HRB335級(jí)的鋼筋:F y =300N/mm 2樁頂嵌入承臺(tái)100mm.則有效厚度:mm 89010

10、10010002-100-h h0=-=26035.21338903009.0104.5189.0mm h f M A y yS = 最小配筋率:%215.0%30043.145%45min =y t f f 2min 21.19098901000%215.035.2133mm bh mm A s =>=滿足最小配筋率要求.選用812和814鋼筋s A =8×113.0+8×153.9=2135.2mm 2 (五. 抗沖切驗(yàn)算1.承臺(tái)上柱的抗沖切驗(yàn)算4.0=c a 4.0=c b 0.1=hp 14.12.048.022.09.02.02.00=+=ox ox ox

11、ox ox h a m a 2.42.084.0000=+=oy oy xoy oy h a a (o t hp ox c oy oy c ox l h f a a a b F +KN6.378789.014300.12.04.0(2.404.0(14.1=+=KN N F F l 172801728=-=-=故承臺(tái)柱的沖切滿足設(shè)計(jì)要求.2.角樁的沖切驗(yàn)算m c 6.01= c 7.02=33.12.056.022.09.02.02.0110111=+=x x xx x h aa 8.22.056.000110111=+=x x xx y h aa o t hp x y y x l hf a

12、c ac N + +22111121(KN N N KN L 12964.367989.014300.11.06.08.207.033.1max =+ 角樁驗(yàn)算滿足要求1c xa12c(六.承臺(tái)抗剪驗(yàn)算0h b f V t hs 對(duì)于-截面2.0=x a 22.00=h a x x 取25.0=x 4.1175.1=+= 97.0800410= =h hs KN N V KN 12964.172889.097.014304.11max =承臺(tái)抗剪符合設(shè)計(jì)要求六.Z 3類柱下樁基礎(chǔ)設(shè)計(jì) (一.選用三根樁,樁長21.9m,即入土深度23.8m.嵌入承臺(tái)的厚度0.1m(二.單樁承載力(最保守設(shè)計(jì)計(jì)算

13、時(shí)R a =780KN(三.單樁承載力驗(yàn)算選承臺(tái)厚度1.0m,埋深2.0m,樁中心距Sa=2.0m,承臺(tái)面積A=5.68m 2KN Ad G G 2.227268.520= KN R KN n G F Q a K 7801.70932.2271900=+=+= 0.2155.1577.02222=+=i yKN R KN y y M n G F N N N a j i x 9362.17.8182577.02.0190032.2271900232max =+=+=KN y y M n G F N N ji x 7.4892155.12.0190032.227190021min =-+=-+=

14、xa(四.配筋 (承臺(tái)按三向板帶均勻布置KN F F k 2565190035.135.1=m KN M M k =5132.0190035.135.1各樁不計(jì)承臺(tái)自重及其上土重GK 時(shí)凈反力,KN nF N k i 85535.1= 最大豎向力:KN x x M n F N j y k 10032577.02.019003190035.135.12max max =+=+= m KN b S N M c a = -= -=8.6104.0432*max 承臺(tái)選用C30的混凝土,F t =1.43N/mm 2;鋼筋選用HRB335級(jí)鋼筋F y =300N/mm 2樁頂嵌入承臺(tái)100mm.則有效

15、厚度:mm 8901010010002-100-h h0=-=2608.25418903009.0108.6109.0mm h f M A y y S = 最小配筋率:%215.0%30043.145%45min =y t f f 2min 21.1833890958%215.08.2541mm bh mm A s =>=, 所以滿足最小配率要求. 三角承臺(tái)的每一邊選用1416鋼筋s A =14×200.96=2813.4mm 2(五.承臺(tái)抗沖切驗(yàn)算1.柱對(duì)承臺(tái)的沖切驗(yàn)算00h f u F t m hp l 992.08902000(800200089.0189.0=-+=hp

16、 mm a 6550= mm 266825336= 74.089065500=h a 894.02.007484.02.084.00=+=+= KN F KN h f u l t m hp 10033.301189.01043.1668.2894.0992.0300= 柱的沖切滿足設(shè)計(jì)要求.2.角樁對(duì)承臺(tái)的沖切驗(yàn)算mm c 10661= mm c 10392= 97.0800410= =h hs mm a 60011= 67.090060001111=h a 64.02.056.01111=+= mm a 56712= 63.090056701212=h a 67.02.056.01212=+

17、= .底部角樁(01111112tan 2h f a c N t hp l +(KN 124689.0143097.0260tan 6.0066.1264.00=+= KN x x M n F N N j y k l 10032577.02.019003190035.135.12max max 0=+=+= .頂部角樁(02122122tan 2h f a c N t hp l +(KN 5.126489.0143097.0260tan 567.0039.1267.00=+=KN x x M n F N N j y k l 7.5582155.12.019003190035.135.12max

18、 10=-=-= 所以底部和頂部角樁沖切均符合設(shè)計(jì)要求 (六.承臺(tái)抗剪驗(yàn)算0h b f V t hs 對(duì)于-截面6.0=x a 67.00=h a x x 05.1175.1=+= 97.0800410= =h hs KN N V KN 10035.239189.0845.1143005.197.0max = 對(duì)于-截面655.0=x a 728.00=h a x x 01.1175.1=+= 97.0800410= =h hs KN N V KN 7.5582.172889.0386.1143001.197.010= 承臺(tái)抗剪符合設(shè)計(jì)要求.七.Z 4類柱下樁基礎(chǔ)設(shè)計(jì)(一.選用三根樁,樁長21

19、.9m,即入土深度23.8m.嵌入承臺(tái)的厚度0.1m(二.單樁承載力(最保守設(shè)計(jì)計(jì)算時(shí)R a =780KN(三.單樁承載力驗(yàn)算選承臺(tái)厚度1.0m,埋深2.0m,樁中心距Sa=2.0m,承臺(tái)面積A=5.68mm 2KN Ad G G 2.227268.520=KN R KN n G F Q a K 7804.74232.2272000=+=+= 0.2155.1577.02222=+=i yKN R KN y y M n G F N N a j i x 9362.11.8002577.01.0200032.2272000232=+=+=KN y y M n G F N ji x 9.626215

20、5.11.0200032.227200021=-+=-+= (四.配筋 (承臺(tái)按三向板帶三向布置KN F F k 2700200035.135.1=m KN M M k =2701.0200035.135.1各樁不計(jì)承臺(tái)自重及其上土重GK 時(shí)凈反力,KN nF N k i 90035.1= 最大豎向力 KN x x M n F N j y k 9.9772577.01.020*.135.12max max =+=+= m KN b S N M c a = -= -=4.5815.043239.977433max 承臺(tái)選用C30的混凝土,F t =1.43N/mm 2鋼筋選用HRB335級(jí)鋼筋F

21、 y =300N/mm 22605.24198903009.0104.5819.0mm h f M A y yS = 最小配筋率:%215.0%30043.145%45min =y t f f 2min 21.1833890958%215.05.2419mm bh mm A s =>=, 所以滿足最小配率要求. 選用1416鋼筋s A =14×200.96=2813.4mm 2 (五. 承臺(tái)抗沖切驗(yàn)算 1.柱對(duì)承臺(tái)的沖切驗(yàn)算00h f u F t m hp l 992.08902000(800200089.0189.0=-+=hp mm a 6050=mm 266825336=

22、 68.0890605=h a 95.02.068.084.02.084.00=+=+= KN F KN h f u l t m hp 10030.314089.01043.1668.295.0992.0300=柱的沖切滿足設(shè)計(jì)要求. 2.角樁對(duì)承臺(tái)的沖切驗(yàn)算mm c 10661= mm c 10392= 97.0800410=h hs mm a 55011= 61.090055001111=h a 69.02.056.01111=+=mm a 52412= 58.090052401212=h a 72.02.056.01212=+=底部角樁(01111112tan2h f a c N t h

23、p l +(KN 0.131989.0143097.0260tan 55.0066.1269.00=+KN N N l 9.977max 0=頂部角樁(02122122tan2h f a c N t hp l +(KN 6.13519.0143097.0260tan 524.0039.1272.00=+KN N N l 3.8469.62635.110=所以底部和頂部角樁沖切均符合設(shè)計(jì)要求 (六承臺(tái)抗剪驗(yàn)算0h b f V t hs 對(duì)于-截面55.0=x a 61.00=h a xx 09.1175.1=+= 97.0800410= =h hs KN N V KN 9.9776.248289

24、.0845.1143009.197.0max 0= 對(duì)于-截面605.0=x a 67.00=h a xx 05.1175.1=+= 97.0800410= =h hs KN N V KN 3.8466.179689.0386.1143005.197.010=抗剪符合設(shè)計(jì)要求. 八.連系梁的設(shè)計(jì)已知梁上的荷載為15KN/m.所有的連系梁選用同一種類型的混凝土材料(C30:f t =1.43N/mm 2,f c =14.5N/mm 2,同種型號(hào)鋼筋(HRB335:f y =300N/mm 2.由樁基礎(chǔ)設(shè)計(jì)手冊(cè)中查得:連系梁頂面宜與頂面位于同一標(biāo)高,其寬度不宜小于250mm,其高度可取承臺(tái)中心距的

25、1/101/15,但不超過承臺(tái)的高度,且不宜小于400mm.據(jù)此對(duì)以下四類梁進(jìn)行設(shè)計(jì).(一類. Z1-Z2和Z2-Z2之間連續(xù)梁設(shè)計(jì)此類梁在兩承臺(tái)間的距離為4000mm,兩端各嵌入承臺(tái)50mm.則梁的總長為:L=4100mm.梁高度取h=500mm.寬度取300mm.則:mm a h h s 465355000=-=-=033.04653005.1411005.205.2152122201=bh f a M c s 55.0034.0033.0211211=-=-=b s a 2102.2293005.141465300052.0mm f f a bh A y c s = 選用412 22.452