矩形板式樁基礎(chǔ)計(jì)算書

矩形板式樁基礎(chǔ)計(jì)算書計(jì)算依據(jù)1、塔式起重機(jī)混凝土基礎(chǔ)工程技術(shù)規(guī)程JGJ/T18720092、混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB5001020103、建筑樁基技術(shù)規(guī)范JGJ9420084、建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范GB500072011一、塔機(jī)屬性塔機(jī)型號(hào)SCMC5015塔機(jī)獨(dú)立狀態(tài)的最大起吊高度H0M40塔機(jī)獨(dú)立狀態(tài)的計(jì)算高度HM43塔身桁架結(jié)構(gòu)方鋼管塔身桁架結(jié)構(gòu)寬度BM16二、塔機(jī)荷載1、塔機(jī)傳遞至基礎(chǔ)荷載標(biāo)準(zhǔn)值工作狀態(tài)塔機(jī)自重標(biāo)準(zhǔn)值FK1KN320起重荷載標(biāo)準(zhǔn)值FQKKN60豎向荷載標(biāo)準(zhǔn)值FKKN380水平荷載標(biāo)準(zhǔn)值FVKKN40傾覆力矩標(biāo)準(zhǔn)值MKKNM900非工作狀態(tài)豎向荷載標(biāo)準(zhǔn)值FKKN320水平荷載標(biāo)準(zhǔn)值FVKKN50傾覆力矩標(biāo)準(zhǔn)值MKKNM14002、塔機(jī)傳遞至基礎(chǔ)荷載設(shè)計(jì)值工作狀態(tài)塔機(jī)自重設(shè)計(jì)值F1KN135FK1135320432起重荷載設(shè)計(jì)值FQKN135FQK1356081豎向荷載設(shè)計(jì)值FKN43281513水平荷載設(shè)計(jì)值FVKN135FVK1354054傾覆力矩設(shè)計(jì)值MKNM135MK1359001215非工作狀態(tài)豎向荷載設(shè)計(jì)值FKN135FK135320432水平荷載設(shè)計(jì)值FVKN135FVK13550675傾覆力矩設(shè)計(jì)值MKNM135M、樁頂作用效應(yīng)計(jì)算承臺(tái)布置樁數(shù)N4承臺(tái)高度HM125承臺(tái)長(zhǎng)LM48承臺(tái)寬BM48承臺(tái)長(zhǎng)向樁心距ALM38承臺(tái)寬向樁心距ABM38樁直徑DM05承臺(tái)參數(shù)承臺(tái)混凝土等級(jí)C25承臺(tái)混凝土自重CKN/M325承臺(tái)上部覆土厚度HM0承臺(tái)上部覆土的重度KN/M319承臺(tái)混凝土保護(hù)層厚度MM50配置暗梁否基礎(chǔ)布置圖承臺(tái)及其上土的自重荷載標(biāo)準(zhǔn)值GKBLHCH484812525019720KN承臺(tái)及其上土的自重荷載設(shè)計(jì)值G135GK135720972KN樁對(duì)角線距離LAB2AL205382382055374M1、荷載效應(yīng)標(biāo)準(zhǔn)組合軸心豎向力作用下QKFKGK/N320720/4260KN荷載效應(yīng)標(biāo)準(zhǔn)組合偏心豎向力作用下QKMAXFKGK/NMKFVKH/L320720/4140050125/5374532143KNQKMINFKGK/NMKFVKH/L320720/4140050125/537412143KN2、荷載效應(yīng)基本組合荷載效應(yīng)基本組合偏心豎向力作用下QMAXFG/NMFVH/L432972/41890675125/5374718393KNQMINFG/NMFVH/L432972/41890675125/537416393KN四、樁承載力驗(yàn)算樁參數(shù)樁混凝土強(qiáng)度等級(jí)C80樁基成樁工藝系數(shù)C085樁混凝土自重ZKN/M325樁混凝土保護(hù)層厚度MM35樁入土深度LTM22樁配筋自定義樁身承載力設(shè)計(jì)值是樁身承載力設(shè)計(jì)值7089221樁裂縫計(jì)算鋼筋彈性模量ESN/MM2200000法向預(yù)應(yīng)力等于零時(shí)鋼筋的合力NP0KN100最大裂縫寬度LIMMM02普通鋼筋相對(duì)粘結(jié)特性系數(shù)V1預(yù)應(yīng)力鋼筋相對(duì)粘結(jié)特性系數(shù)V08地基屬性地下水位至地表的距離HZM0承臺(tái)埋置深度DM18是否考慮承臺(tái)效應(yīng)是承臺(tái)效應(yīng)系數(shù)C01土名稱土層厚度LIM側(cè)阻力特征值QSIAKPA端阻力特征值QPAKPA抗拔系數(shù)承載力特征值FAKKPA素填土122120007100淤泥質(zhì)土192414000760淤泥271514000740淤泥質(zhì)土182414000760粘性土2742160007100淤泥質(zhì)土162414000770粉土282619000790細(xì)砂31244400071801、樁基豎向抗壓承載力計(jì)算樁身周長(zhǎng)UD314051571M樁端面積APD2/4314052/40196M2承載力計(jì)算深度MINB/2,5MIN48/2,524MFAK11001460/24184/2476667KPA承臺(tái)底凈面積ACBLNAP/N484840196/45564M2復(fù)合樁基豎向承載力特征值RAUQSIALIQPAAPCFAKAC157111242715182427421624282693244400019601766675564178294KNQK260KNRA178294KNQKMAX532143KN12RA121782942139528KN滿足要求2、樁基豎向抗拔承載力計(jì)算QKMIN12143KN0按荷載效應(yīng)標(biāo)準(zhǔn)組合計(jì)算的樁基拔力QK12143KN樁身位于地下水位以下時(shí)，位于地下水位以下的樁自重按樁的浮重度計(jì)算，樁身的重力標(biāo)準(zhǔn)值GPLTAPZ10220196251064795KNRAUIQSIALIGP157107112407271507182407274207162407282607932464795678238KNQK12143KNRA678238KN滿足要求3、樁身承載力計(jì)算縱向預(yù)應(yīng)力鋼筋截面面積APSND2/41131421072/4989MM21、軸心受壓樁樁身承載力荷載效應(yīng)基本組合下的樁頂軸向壓力設(shè)計(jì)值QQMAX718393KN樁身結(jié)構(gòu)豎向承載力設(shè)計(jì)值R7089221KN滿足要求2、軸心受拔樁樁身承載力荷載效應(yīng)基本組合下的樁頂軸向拉力設(shè)計(jì)值QQMIN16393KNFPYAPS65098912310364293KNQ16393KNFPYAPS64293KN滿足要求4、裂縫控制計(jì)算裂縫控制按三級(jí)裂縫控制等級(jí)計(jì)算。1、縱向受拉鋼筋配筋率有效受拉混凝土截面面積ATED2/45002/4196350MM2TEASAPS/ATE0989123/1963500005001取TE0012、縱向鋼筋等效應(yīng)力SKQKNP0/APSAS12143103100103/989123088823N/MM23、裂縫間縱向受拉鋼筋應(yīng)變不均勻系數(shù)11065FTK/TESK11065311/001888233376取14、受拉區(qū)縱向鋼筋的等效直徑DEPNIDI2/NIIDI0162111072/0116110810713375MM5、最大裂縫寬度MAXCRSK19C008DEP/TE/ES22188823193500813375/001/200000017MMLIM02MM滿足要求五、承臺(tái)計(jì)算承臺(tái)配筋承臺(tái)底部長(zhǎng)向配筋HRB40020130承臺(tái)底部短向配筋HRB40020130承臺(tái)頂部長(zhǎng)向配筋HRB40018160承臺(tái)頂部短向配筋HRB400181601、荷載計(jì)算承臺(tái)有效高度H012505020/21190MMMQMAXQMINL/2718393163935374/21886278KNMX方向MXMAB/L188627838/537413338KNMY方向MYMAL/L188627838/537413338KNM2、受剪切計(jì)算VF/NM/L432/41890/5374459693KN受剪切承載力截面高度影響系數(shù)HS800/11901/40905塔吊邊緣至角樁內(nèi)邊緣的水平距離A1BABBD/2381605/2085MA1LALBD/2381605/2085M剪跨比BA1B/H0850/11900714，取B0714；LA1L/H0850/11900714，取L0714；承臺(tái)剪切系數(shù)B175/B1175/071411021L175/L1175/071411021HSBFTBH009051021127103481196705521KNHSLFTLH009051021127103481196705521KNV459693KNMINHSBFTBH0，HSLFTLH06705521KN滿足要求3、受沖切計(jì)算塔吊對(duì)承臺(tái)底的沖切范圍B2H0162119398MAB38MB2H0398M，AL38MB2H0398M角樁位于沖切椎體以內(nèi)，可不進(jìn)行角樁沖切的承載力驗(yàn)算4、承臺(tái)配筋計(jì)算1、承臺(tái)底面長(zhǎng)向配筋面積S1MY/1FCBH0213338106/10511948001190200161112S1051120016050016S111/210016/20992AS1MY/S1H0FY113338106/099211903603139MM2最小配筋率MAX02,45FT/FY1MAX02,45127/360MAX02,015902梁底需要配筋A(yù)1MAXAS1,BH0MAX3139,00024800119011424MM2承臺(tái)底長(zhǎng)向?qū)嶋H配筋A(yù)S111914MM2A111424MM2滿足要求2、承臺(tái)底面短向配筋面積S2MX/2FCBH0213338106/10511948001190200162112S2051120016050016S212/210016/20992AS2MX/S2H0FY113338106/099211903603139MM2最小配筋率MAX02,45FT/FY1MAX02,45127/360MAX02,015902梁底需要配筋A(yù)2MAX9674,LH0MAX9674,000248001190114