龍井市某中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì)摘要：此次畢業(yè)設(shè)計(jì)內(nèi)容為龍井市某中學(xué)教學(xué)樓結(jié)構(gòu)設(shè)計(jì)，教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì)內(nèi)容主要包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩大部分。建筑設(shè)計(jì)主要內(nèi)容為建筑平面、建筑立面、建筑剖面和樓梯間、衛(wèi)生間大樣圖等。結(jié)構(gòu)設(shè)計(jì)主要內(nèi)容為荷載計(jì)算、框架內(nèi)力及變形計(jì)算、內(nèi)力組合、截面設(shè)計(jì)、典型板的配筋計(jì)算，基礎(chǔ)及樓梯設(shè)計(jì)。本工程為六層框架結(jié)構(gòu)，底層層高3.6米，標(biāo)準(zhǔn)層層號(hào)3.6米，不上人屋面。整個(gè)設(shè)計(jì)嚴(yán)格按照任務(wù)書(shū)及相關(guān)建筑規(guī)范、法規(guī)的要求。關(guān)鍵詞：框架結(jié)構(gòu)，荷載計(jì)算，內(nèi)力計(jì)算，內(nèi)力組合，截面設(shè)計(jì)目錄TOC\o"1-3"\h\u22153第一章建筑設(shè)計(jì)說(shuō)明 181381.1設(shè)計(jì)資料 15836龍井市某中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì) 1241671.2工程概況 1212171、氣象資料 124585第三層：微風(fēng)化雜質(zhì)花崗巖，已風(fēng)化fk=4000kPa 1213701.3建筑設(shè)計(jì)任務(wù)與要求 1226152)要求：利用所學(xué)知識(shí)精確地描述出建筑物的功能，從而更進(jìn)一步的設(shè)計(jì) 1236531.4結(jié)構(gòu)設(shè)計(jì)任務(wù)與要求 1183622)要求：根據(jù)所學(xué)過(guò)的專業(yè)知識(shí)進(jìn)行構(gòu)件的計(jì)算，驗(yàn)證建筑物是否可以滿 120714第二章框架截面尺寸及線剛度計(jì)算 2324482.1樓板厚度 2225892.2梁截面尺寸 295322.3柱截面尺寸 2272762.4計(jì)算框架及計(jì)算單元 2111732.5線剛度計(jì)算 4131651）梁線剛度： 4782）柱線剛度： 423729第三章重力荷載計(jì)算 5285153.1屋面荷載 5115023.2樓面荷載 530293.3墻體荷載 5325753.4梁、柱自重 6124373.5活荷載取值 615393.6雪荷載標(biāo)準(zhǔn)值 6258173.7重力荷載代表值計(jì)算 663133.7.1墻體重力荷載計(jì)算 68213.7.2梁柱重力荷載計(jì)算 732743.7.3各層重力荷載代表值計(jì)算 917104第四章側(cè)移剛度的計(jì)算 1023838第五章水平荷載計(jì)算 12314925.1風(fēng)荷載計(jì)算 12135855.1.1荷載計(jì)算 12320315.1.2風(fēng)荷載位移驗(yàn)算 13281615.1.3內(nèi)力計(jì)算 1432043內(nèi)力計(jì)算分為以下四步 14131645.2地震荷載計(jì)算 2125265.2.1結(jié)構(gòu)基本自振周期計(jì)算過(guò)程 21280585.2.2水平地震及層間剪力計(jì)算 22217945.2.3水平地震作用下層間位移驗(yàn)算 22201005.2.4水平地震作用下框架內(nèi)力計(jì)算 2323003參考文獻(xiàn) 29第一章建筑設(shè)計(jì)說(shuō)明1.1設(shè)計(jì)資料龍井市某中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計(jì)結(jié)構(gòu)選型：鋼筋混凝土框架結(jié)構(gòu)；填充墻材料：粉煤灰加氣混凝土砌塊；建筑高度：共有6層，其中層高均為3.6m，室內(nèi)外高差為450mm，基礎(chǔ)頂?shù)降孛娓叨瘸醵?.5m；1.2工程概況1、氣象資料最熱月為7月份，平均氣溫為27℃，極端最高氣溫為40℃；最冷月為1月份，平均氣溫為—18℃，極端最低氣溫為—35℃。2、年平均降雨量為732㎜，雨量集中在7月～9月3、工程地質(zhì)資料：1)第一層：雜填土厚1m；第二層：粘土層、黃褐色、含鐵礦結(jié)核，質(zhì)較硬，粘狀結(jié)構(gòu)第三層：微風(fēng)化雜質(zhì)花崗巖，已風(fēng)化fk=4000kPa1.3建筑設(shè)計(jì)任務(wù)與要求1)任務(wù)：根據(jù)建筑方案完成龍井市某中學(xué)教學(xué)樓建筑施工圖設(shè)計(jì)，包括各層建筑物的平、立、繪制成電子版的施工圖。2)要求：利用所學(xué)知識(shí)精確地描述出建筑物的功能，從而更進(jìn)一步的設(shè)計(jì)與計(jì)算。1.4結(jié)構(gòu)設(shè)計(jì)任務(wù)與要求1)任務(wù)：在初步完成建筑物的設(shè)計(jì)后，對(duì)建筑物進(jìn)行承載力的驗(yàn)算，進(jìn)行建筑物各正截面與斜截面的驗(yàn)算。2)要求：根據(jù)所學(xué)過(guò)的專業(yè)知識(shí)進(jìn)行構(gòu)件的計(jì)算，驗(yàn)證建筑物是否可以滿足所需求的功能、抗震要求、使用年限等。第二章框架截面尺寸及線剛度計(jì)算2.1樓板厚度樓板采用現(xiàn)澆樓板，樓板厚度取120mm。2.2梁截面尺寸對(duì)于該工程實(shí)例，選取2號(hào)軸線對(duì)應(yīng)一榀框架進(jìn)行計(jì)算，則梁截面尺寸選取如下：AB梁：b×h=250mm×650mmBC梁：b×h=200mm×400mmCD梁：b×h=250mm×650mm縱梁：b×h=250mm×650mm次梁：b×h=250mm×650mm2.3柱截面尺寸柱截面尺寸可根據(jù)軸壓比公式計(jì)算，三級(jí)抗震等級(jí)的框架結(jié)構(gòu)，柱的軸壓比限值為0.85。其中柱的軸壓力設(shè)計(jì)值：A柱：N=1.3×[(8.1+8.1)/2×8.1/2]×14×6=3582.31kNA≥3582.31×1000/(0.85×14.3)=294719.05mm2B柱：N=1.25×[(8.1+8.1)/2×(8.1+3.0)/2]×14×6=4720.28kNA≥4720.28×1000/(0.85×14.3)=388340.60mm2C柱：N=1.25×[(8.1+8.1)/2×(8.1+3.0)/2]×14×6=4720.28kNA≥4720.28×1000/(0.85×14.3)=388340.60mm2D柱：N=1.3×[(8.1+8.1)/2×8.1/2]×14×6=3582.31kNA≥3582.31×1000/(0.85×14.3)=294719.05mm2柱截面均為b×h=700mm×700mm。H/h=3600/700=5.50＞4滿足要求。2.4計(jì)算框架及計(jì)算單元取2號(hào)軸為一榀框架。圖2.1計(jì)算框架簡(jiǎn)圖首層柱高應(yīng)為樓層高度3600mm、室內(nèi)外高差450mm以及基礎(chǔ)頂?shù)降孛娓叨?500mm三者之和，所以可得底層柱高為5550mm，其他各層柱高為3600mm。將各角點(diǎn)沿著45度方向的塑性鉸線連接在一起，將板分成不同區(qū)格，從而形成計(jì)算單元簡(jiǎn)圖，一榀框架的重力荷載計(jì)算部分如圖2.2虛線區(qū)域所示，即是框架與框架之間的一半。圖2.2計(jì)算單元簡(jiǎn)圖2.5線剛度計(jì)算對(duì)于現(xiàn)澆結(jié)構(gòu)梁柱線剛度按下式進(jìn)行計(jì)算：1）梁線剛度：其中對(duì)于中間框架：I=2.0I0，邊框架：I=1.5I0。2）柱線剛度：由于本文選擇3號(hào)軸線對(duì)應(yīng)框架作為計(jì)算框架，該框架為中間框架，計(jì)算過(guò)程如下：AB梁：ib=2EI0/l=2×3×104×250×6503/12/8100=4.24×1010N·mmBC梁：ib=2EI0/l=2×3×104×200×4003/12/3000=2.13×1010N·mmCD梁：ib=2EI0/l=2×3×104×250×6503/12/8100=4.24×1010N·mm由于ABCD柱的尺寸相同，可統(tǒng)一計(jì)算：上部各層A/B/C/D柱：ib=EI0/l=3×104×700×7003/12/3600=16.67×1010N·mm底層A/B/C/D柱：ib=EI0/l=3×104×700×7003/12/5550=10.82×1010N·mm第三章重力荷載計(jì)算3.1屋面荷載表3.SEQ表3.\*ARABIC1屋面做法及恒載計(jì)算名稱做法厚度(mm)容重(kN/m3)荷載(kN/m2)防水層4厚SBS改性瀝青防水4110.044找平層1:3水泥沙漿找平20200.40找坡層40厚水泥爐渣找坡40140.56隔熱層40厚擠塑聚苯板400.50.02結(jié)構(gòu)層現(xiàn)澆鋼筋混凝土板120253.00合計(jì)4.0243.2樓面荷載表3.SEQ表3.\*ARABIC2樓面做法及恒載計(jì)算名稱做法厚度(mm)容重(kN/m3)荷載(kN/m2)面層水磨石地面10mm面層0.65水磨石地面20mm水泥砂漿打底找平層10厚水泥砂漿找平10200.20結(jié)構(gòu)層現(xiàn)澆鋼筋混凝土板120253.00合計(jì)3.853.3墻體荷載墻體荷載：計(jì)算過(guò)程中，不考慮門(mén)窗自重，將墻體當(dāng)作為未開(kāi)門(mén)洞的整墻進(jìn)行計(jì)算，通過(guò)下列計(jì)算方式可得墻體的線荷載大小。標(biāo)準(zhǔn)層墻體線荷載計(jì)算：5.5×(3.6-0.65)×0.24×1+20×0.02×(3.6-0.65)×1×2=6.254kN/m。底層墻體線荷載計(jì)算：5.5×(3.6-0.65)×0.24×1+20×0.02×(3.6-0.65)×1×2=6.254kN/m。女兒墻：5.5×0.9×0.24×1+20×0.02×0.9×1×2=1.91kN/m。3.4梁、柱自重梁柱側(cè)面同樣進(jìn)行20mm厚混合砂漿粉刷。AB梁線荷載計(jì)算：AB梁線荷載=0.25×(0.65-0.12)×25+0.02×[(0.65-0.12)×2+0.25]×20=3.836kN/mBC梁線荷載計(jì)算：BC梁線荷載=0.20×(0.40-0.12)×25+0.02×[(0.40-0.12)×2+0.20]×20=1.704kN/mCD梁線荷載計(jì)算：CD梁線荷載=0.25×(0.65-0.12)×25+0.02×[(0.65-0.12)×2+0.25]×20=3.836kN/m縱梁線荷載計(jì)算：縱梁線荷載==0.25×(0.65-0.12)×25+0.02×[(0.65-0.12)×2+0.25]×20=3.836kN/m柱線荷載計(jì)算：柱線荷載=0.7×0.7×25+0.02×0.7×4×20=13.37kN/m3.5活荷載取值不上人屋面活荷載0.5kN/m2，教學(xué)樓2.5kN/m2，走廊3.5kN/m2。3.6雪荷載標(biāo)準(zhǔn)值屋面雪荷載標(biāo)準(zhǔn)值可按照下式進(jìn)行計(jì)算：sk=μr×s0=1.0×0.25=0.25kN/m2雪荷載與屋面活荷載不同時(shí)考慮，取二者較大值3.7重力荷載代表值計(jì)算3.7.1墻體重力荷載計(jì)算墻體的重力荷載計(jì)算值為：表3.SEQ表3.\*ARABIC3墻體重力荷載計(jì)算樓層墻體長(zhǎng)度(m)單位墻重力荷載(kN/m)墻體重力荷載(kN)148.606.254303.94248.606.254303.94348.606.254303.94448.606.254303.94548.606.254303.94648.606.254303.94女兒墻9.001.9117.19匯總1840.833.7.2梁柱重力荷載計(jì)算梁柱重力荷載計(jì)算值為：表3.SEQ表3.\*ARABIC4梁柱重力荷載計(jì)算樓層構(gòu)件b(m)h(m)g(kN/m)li(m)nGi(kN)ΣGi(kN)1AB梁0.250.653.8368.1131.07253.68BC梁0.200.401.704315.11CD梁0.250.653.8368.1131.07縱梁0.250.653.8368.14124.29次梁0.250.651.9188.1462.14柱0.700.7013.3705.554296.81296.812AB梁0.250.653.8368.1131.07253.68BC梁0.200.401.704315.11CD梁0.250.653.8368.1131.07縱梁0.250.653.8368.14124.29次梁0.250.651.9188.1462.14柱0.700.7013.3703.64192.53192.533AB梁0.250.653.8368.1131.07253.68BC梁0.200.401.704315.11CD梁0.250.653.8368.1131.07縱梁0.250.653.8368.14124.29次梁0.250.651.9188.1462.14柱0.700.7013.3703.64192.53192.534AB梁0.250.653.8368.1131.07253.68BC梁0.200.401.704315.11CD梁0.250.653.8368.1131.07縱梁0.250.653.8368.14124.29次梁0.250.651.9188.1462.14柱0.700.7013.3703.64192.53192.535AB梁0.250.653.8368.1131.07253.68BC梁0.200.401.704315.11CD梁0.250.653.8368.1131.07縱梁0.250.653.8368.14124.29次梁0.250.651.9188.1462.14柱0.700.7013.3703.64192.53192.536AB梁0.250.653.8368.1131.07253.68BC梁0.200.401.704315.11CD梁0.250.653.8368.1131.07縱梁0.250.653.8368.14124.29次梁0.250.651.9188.1462.14柱0.700.7013.3703.64192.53192.533.7.3各層重力荷載代表值計(jì)算表3.SEQ表3.\*ARABIC5各層重力荷載標(biāo)準(zhǔn)值計(jì)算（單位：kN）樓層樓屋面恒載樓屋面活載×0.5墻重力荷載/2梁重力荷載柱重力荷載/2合計(jì)1下半部分00151.970148.41300.38上半部分300.1754.98151.97253.68148.41909.212下半部分00151.97096.26248.23上半部分300.1754.98151.97253.6896.26857.063下半部分00151.97096.26248.23上半部分300.1754.98151.97253.6896.26857.064下半部分00151.97096.26248.23上半部分300.1754.98151.97253.6896.26857.065下半部分00151.97096.26248.23上半部分300.1754.98151.97253.6896.26857.066下半部分00151.97096.26248.23上半部分313.0614.82151.97253.6896.26829.80頂層女兒墻00017.19017.19各樓層的質(zhì)點(diǎn)如圖所示，每一層質(zhì)點(diǎn)的重力荷載由上層下半部分荷載以及下層的上半部分荷載組成。圖3.1各層質(zhì)點(diǎn)示意圖第一層質(zhì)點(diǎn)：909.21+248.23=1157.44kN第二層質(zhì)點(diǎn)：857.06+248.23=1105.30kN第三層質(zhì)點(diǎn)：857.06+248.23=1105.30kN第四層質(zhì)點(diǎn)：857.06+248.23=1105.30kN第五層質(zhì)點(diǎn)：857.06+248.23=1105.30kN第六層質(zhì)點(diǎn)：829.80+17.19=846.99kN因此可得：表3.SEQ表3.\*ARABIC6各質(zhì)點(diǎn)重力荷載代表值Gi(kN)質(zhì)點(diǎn)123456Gi1157.441105.301105.301105.301105.30846.99第四章側(cè)移剛度的計(jì)算在計(jì)算水平荷載作用時(shí)，通常利用小于1的節(jié)點(diǎn)轉(zhuǎn)動(dòng)影響系數(shù)αc進(jìn)行修正，根據(jù)柱所處位置的不同，αc表達(dá)式的計(jì)算如下表所示。表4.1節(jié)點(diǎn)轉(zhuǎn)動(dòng)影響系數(shù)αc和K計(jì)算公式樓層簡(jiǎn)圖Kαc一般層底層根據(jù)上述計(jì)算方法，可對(duì)每一層不同柱的抗側(cè)移剛度進(jìn)行計(jì)算。表4.2框架柱側(cè)移剛度計(jì)算表格層數(shù)類別KαD(N/mm)1A柱0.3920.37315723B柱0.5890.42117746C柱0.5890.42117746D柱0.3920.373157232A柱0.2540.11317442B柱0.3820.16024696C柱0.3820.16024696D柱0.2540.113174423A柱0.2540.11317442B柱0.3820.16024696C柱0.3820.16024696D柱0.2540.113174424A柱0.2540.11317442B柱0.3820.16024696C柱0.3820.16024696D柱0.2540.113174425A柱0.2540.11317442B柱0.3820.16024696C柱0.3820.16024696D柱0.2540.113174426A柱0.2540.11317442B柱0.3820.16024696C柱0.3820.16024696D柱0.2540.11317442第一層橫向框架層間側(cè)移剛度計(jì)算如下：ΣD1=DA+DB+DC+DD=15723+17746+17746+15723=66938N/mm取3號(hào)軸分析，計(jì)算一榀框架的側(cè)移剛度總和：表4.3橫向框架層間側(cè)移剛度ΣDi樓層123456ΣDi(N/mm)669388427684276842768427684276第五章水平荷載計(jì)算5.1風(fēng)荷載計(jì)算5.1.1荷載計(jì)算為簡(jiǎn)化計(jì)算，通常將外墻面的風(fēng)荷載以集中力的形式等效加在樓面處。B=8.1m；基本風(fēng)壓w0=0.35kN／m2基本風(fēng)壓w0=0.35kN／m2圖5.1上下層柱高示意圖表5.SEQ表5.\*ARABIC1風(fēng)荷載的結(jié)構(gòu)荷載計(jì)算表格樓層Hi(m)μzμsw0βzwk(kN/m2)hi(m)hj(m)B(m)Wk(kN)14.051.001.30.351.000.464.053.68.114.2527.651.001.30.351.000.463.63.68.113.41311.251.031.30.351.000.473.63.68.113.71414.851.131.30.351.000.513.63.68.114.87518.451.201.30.351.000.553.63.68.116.04622.051.261.30.351.000.5741.808.112.475.1.2風(fēng)荷載位移驗(yàn)算風(fēng)荷載作用下的框架的層間位移：表5.SEQ表5.\*ARABIC2風(fēng)荷載的位移驗(yàn)算樓層Wk(kN)Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)h(mm)θ=Δui/h114.2584.75669381.271.2740500.00031358213.4170.50842760.842.1136000.00023333313.7157.09842760.682.7936000.00018889414.8743.38842760.513.3036000.00014167516.0428.51842760.343.6436000.00009444612.4712.47842760.153.7936000.00004167側(cè)移驗(yàn)算由“彈性層間位移角限值”可知，對(duì)于框架結(jié)構(gòu)，滿足規(guī)范要求。5.1.3內(nèi)力計(jì)算內(nèi)力計(jì)算分為以下四步求出各柱反彎點(diǎn)高度影響柱反彎點(diǎn)高度的因素主要有三個(gè)方面：第一是樓層位置；第二是上下層梁的線剛度比值；第三是上下層柱高表5.SEQ表5.\*ARABIC3A柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.550.3920.80-0.0500.754.1623.60.2540.5700-0.10.471.6933.60.2540.400000.41.4443.60.2540.330000.331.1953.60.2540.230000.230.8363.60.2540.050000.050.18表5.SEQ表5.\*ARABIC4B柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.550.5890.710-0.0400.673.7223.60.3820.5100-0.060.451.6233.60.3820.440000.441.5843.60.3820.350000.351.2653.60.3820.290000.291.0463.60.3820.180000.180.65表5.SEQ表5.\*ARABIC5C柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.550.5890.710-0.0400.673.7223.60.3820.5100-0.060.451.6233.60.3820.440000.441.5843.60.3820.350000.351.2653.60.3820.290000.291.0463.60.3820.180000.180.65表5.SEQ表5.\*ARABIC6D柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.550.3920.80-0.0500.754.1623.60.2540.5700-0.10.471.6933.60.2540.400000.41.4443.60.2540.330000.331.1953.60.2540.230000.230.8363.60.2540.050000.050.18風(fēng)荷載作用下柱端剪力按如下計(jì)算:風(fēng)荷載作用下的上下柱端彎矩按如下計(jì)算：表5.SEQ表5.\*ARABIC7A柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938157230.23519.924.161.3927.6982.87270.5084276174420.20714.591.691.9127.8724.66357.0984276174420.20711.821.442.1625.5317.02443.3884276174420.2078.981.192.4121.6410.69528.5184276174420.2075.90.832.7716.344.9612.4784276174420.2072.580.183.428.820.46表5.SEQ表5.\*ARABIC8B柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938177460.26522.463.721.8341.183.55270.5084276246960.29320.661.621.9840.9133.47357.0984276246960.29316.731.582.0233.7926.43443.3884276246960.29312.711.262.3429.7416.01528.5184276246960.2938.351.042.5621.388.68612.4784276246960.2933.650.652.9510.772.37表5.SEQ表5.\*ARABIC9C柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938177460.26522.463.721.8341.183.55270.5084276246960.29320.661.621.9840.9133.47357.0984276246960.29316.731.582.0233.7926.43443.3884276246960.29312.711.262.3429.7416.01528.5184276246960.2938.351.042.5621.388.68612.4784276246960.2933.650.652.9510.772.37表5.SEQ表5.\*ARABIC10D柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)184.7566938157230.23519.924.161.3927.6982.87270.5084276174420.20714.591.691.9127.8724.66357.0984276174420.20711.821.442.1625.5317.02443.3884276174420.2078.981.192.4121.6410.69528.5184276174420.2075.90.832.7716.344.9612.4784276174420.2072.580.183.428.820.46風(fēng)荷載作用下的梁端彎矩、軸力、剪力按下式計(jì)算：圖5.2計(jì)算簡(jiǎn)圖表5.SEQ表5.\*ARABIC11A柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)104.2427.6982.87052.35204.2427.8724.66044.89304.2425.5317.02036.22404.2421.6410.69026.54504.2416.344.9016.8604.248.820.4608.82表5.SEQ表5.\*ARABIC12B柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.242.1341.183.5549.6424.9324.242.1340.9133.4744.8222.5234.242.1333.7926.4333.1516.6544.242.1329.7416.0125.5712.8554.242.1321.388.6815.817.9464.242.1310.772.377.173.6表5.SEQ表5.\*ARABIC13C柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)12.134.2441.183.5524.9349.6422.134.2440.9133.4722.5244.8232.134.2433.7926.4316.6533.1542.134.2429.7416.0112.8525.5752.134.2421.388.687.9415.8162.134.2410.772.373.67.17表5.SEQ表5.\*ARABIC14D柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.24027.6982.8752.35024.24027.8724.6644.89034.24025.5317.0236.22044.24021.6410.6926.54054.24016.344.916.8064.2408.820.468.820在計(jì)算出梁端彎矩之后，再對(duì)梁端剪力與柱的軸力進(jìn)行計(jì)算表5.SEQ表5.\*ARABIC15梁端剪力及柱軸力計(jì)算樓層lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)18.138.112.5916.6212.59-44.66-14.3314.3344.6628.138.111.0815.0111.08-32.07-10.310.332.0738.138.18.5611.18.56-20.99-6.376.3720.9948.138.16.438.576.43-12.43-3.833.8312.4358.138.14.035.294.03-6-1.691.69668.138.11.972.41.97-1.97-0.430.431.97內(nèi)力圖如下：a)彎矩圖b)剪力圖c)軸力圖圖5.3內(nèi)力圖5.2地震荷載計(jì)算5.2.1結(jié)構(gòu)基本自振周期計(jì)算過(guò)程對(duì)于質(zhì)量沿高度范圍分布均勻的剪切型懸臂構(gòu)件，可按下式計(jì)算。uT可以按照下列公式計(jì)算：表5.SEQ表5.\*ARABIC16結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算樓層Gi(kN)Vi(kN)ΣDi(N/mm)Δui(mm)uT(mm)11157.446425.626693895.9995.9921105.305268.188427662.51158.5031105.304162.898427649.40207.9041105.303057.598427636.28244.1851105.301952.298427623.17267.356846.99846.998427610.05277.40從表中可以得出uT=0.20m，所以結(jié)構(gòu)自振周期為：T1=1.7φT√uT=1.7×0.6×√0.20=0.456s5.2.2水平地震及層間剪力計(jì)算表5.SEQ表5.\*ARABIC17各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算樓層Hi(m)Gi(kN)GiHi(kN·m)GiHi/∑GiHiFi(kN)Vi(kN)15.551157.446423.790.07128.43447.8729.151105.3010113.500.11244.84419.44312.751105.3014092.580.15562.06374.60416.351105.3018071.660.19979.68312.54519.951105.3022050.740.24397.30232.86623.55846.9919946.610.22088.09135.565.2.3水平地震作用下層間位移驗(yàn)算水平地震作用下層間位移頂點(diǎn)位移各層層間彈性位移角表5.SEQ表5.\*ARABIC18橫向水平地震作用下的位移驗(yàn)算樓層Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)hi(mm)θe1447.87669386.696.6955500.001205412419.44842764.9811.6736000.001383333374.60842764.4416.1136000.001233334312.54842763.7119.8236000.001030565232.86842762.7622.5836000.000766676135.56842761.6124.1936000.00044722故鋼筋混凝土框架彈性層間位移角限值為1/550。5.2.4水平地震作用下框架內(nèi)力計(jì)算其計(jì)算原理與風(fēng)荷載相同，地震荷載作用下柱端剪力計(jì)算:地震荷載作用下的上下柱端彎矩計(jì)算：表5.SEQ表5.\*ARABIC19A柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938157230.235105.254.161.39146.3437.842419.4484276174420.20786.821.691.91165.83146.733374.6084276174420.20777.541.442.16167.49111.664312.5484276174420.20764.71.192.41155.9376.995232.8684276174420.20748.20.832.77133.5140.016135.5684276174420.20728.060.183.4295.975.05表5.SEQ表5.\*ARABIC20B柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938177460.265118.693.721.83217.2441.532419.4484276246960.293122.91.621.98243.34199.13374.6084276246960.293109.761.582.02221.72173.424312.5484276246960.29391.571.262.34214.27115.385232.8684276246960.29368.231.042.56174.6770.966135.5684276246960.29339.720.652.95117.1725.82表5.SEQ表5.\*ARABIC21C柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938177460.265118.693.721.83217.2441.532419.4484276246960.293122.91.621.98243.34199.13374.6084276246960.293109.761.582.02221.72173.424312.5484276246960.29391.571.262.34214.27115.385232.8684276246960.29368.231.042.56174.6770.966135.5684276246960.29339.720.652.95117.1725.82表5.SEQ表5.\*ARABIC22D柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1447.8766938157230.235105.254.161.39146.3437.842419.4484276174420.20786.821.691.91165.83146.733374.6084276174420.20777.541.442.16167.49111.664312.5484276174420.20764.71.192.41155.9376.995232.8684276174420.20748.20.832.77133.5140.016135.5684276174420.20728.060.183.4295.975.05地震荷載作用下的梁端彎矩、軸力、剪力按下式計(jì)算：以第四層B柱為例子進(jìn)行計(jì)算：圖5.4計(jì)算簡(jiǎn)圖表5.SEQ表5.\*ARABIC23A柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)104.24146.3437.840293.03204.24165.83146.730277.49304.24167.49111.660244.48404.24155.9376.990195.94504.24133.5140.010138.56604.2495.975.05095.97表5.SEQ表5.\*ARABIC24B柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.242.13217.2441.53277.1139.224.242.13243.34199.1277.4139.3634.242.13221.72173.42224.38112.7244.242.13214.27115.38189.8595.3854.242.13174.6770.96133.4567.0464.242.13117.1725.8277.9939.18表5.SEQ表5.\*ARABIC25C柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)12.134.24217.2441.53139.2277.122.134.24243.34199.1139.36277.432.134.24221.72173.42112.72224.3842.134.24214.27115.3895.38189.8552.134.24174.6770.9667.04133.4562.134.24117.1725.8239.1877.99表5.SEQ表5.\*ARABIC26D柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×1010ib右(N·mm)×1010MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)14.240146.3437.84293.03024.240165.83146.73277.49034.240167.49111.66244.48044.240155.9376.99195.94054.240133.5140.01138.56064.24095.975.0595.970在計(jì)算出梁端彎矩之后，再對(duì)梁端剪力與柱的軸力進(jìn)行計(jì)算表5.SEQ表5.\*ARABIC27梁端剪力及柱軸力計(jì)算樓層lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)18.138.170.3992.870.39-299.46-95.895.8299.4628.138.168.592.9168.5-229.07-73.3973.39229.0738.138.157.8875.1557.88-160.57-48.9848.98160.5748.138.147.6363.5947.63-102.69-31.7131.71102.6958.138.133.5844.6933.58-55.06-15.7515.7555.0668.138.121.4826.1221.48-21.48-4.644.6421.48內(nèi)力圖繪制：a)彎矩圖vb)剪力圖c)軸力圖圖5.5內(nèi)力圖第六章板截面設(shè)計(jì)計(jì)算圖9-1板的平面布置圖6.1荷載設(shè)計(jì)值由第三章荷載統(tǒng)計(jì)可知，對(duì)于樓面層，普通樓面恒載為4.06kN/m2，活載為2kN/m2；走廊恒載為4.06kN/m2，活載為2kN/m2。其中1.3，1.5表9-1樓板荷載設(shè)計(jì)值（kN/m2）板編號(hào)gqg+pg+p/2p/2A5.2838.286.781.5B5.2838.286.781.56.2彎矩計(jì)算（1）彎矩系數(shù)根據(jù)板的寬長(zhǎng)比查表可以求出雙向板的彎矩系數(shù)。A板，4200/7200=0.583B板，3000/8400=0.357查雙向板彎矩系數(shù)表可知：表9-2彎矩系數(shù)彎矩系數(shù)AB跨中系數(shù)k110.0390.04k120.01010.0038跨中系數(shù)k21-0.0818-0.0829k22-0.0571-0.057簡(jiǎn)支下跨中系數(shù)k310.08440.0965k320.02310.0174（2）彎矩計(jì)算跨中彎矩支座彎矩表9-3跨中彎矩計(jì)算(kN.m)區(qū)格截面M泊松比調(diào)整后MA（長(zhǎng)邊）0.0101×6.78×4.22+0.0231×1.5×4.22=1.821.82+6.9×0.2=3.2（短邊）0.039×6.78×4.22+0.0844×1.5×4.22=6.96.9+1.82×0.2=7.26B（長(zhǎng)邊）0.0038×6.78×32+0.0174×1.5×32=0.470.47+3.74×0.2=1.22（短邊）0.04×6.78×32+0.0965×1.5×32=3.743.74+0.47×0.2=3.83表9-4支座彎矩計(jì)算(kN.m)區(qū)格截面M泊松比調(diào)整后MA（長(zhǎng)邊）-0.0571×8.28×4.22=-8.34-8.34（短邊）-0.0818×8.28×4.22=-11.95-11.95B（長(zhǎng)邊）-0.057×8.28×32=-4.25-4.25（短邊）-0.0829×8.28×32=-6.18-6.189.3板的配筋計(jì)算設(shè)計(jì)使用年限為50年，環(huán)境類別為一類，板的最小保護(hù)層厚度c=15mm，板厚h=120mm；短板方向彎矩大，為了充分利用短邊鋼筋的強(qiáng)度，將短邊鋼筋放在下層，故其ho=h-15-5=100mm；長(zhǎng)邊方向ho=h-15-10-5=90mm。板的最小配筋率max(0.20,45×1.43/360)%=0.2%0.2×0.01×1000×120=240mm2板的受彎計(jì)算公式如下所示：；；表9-5板配筋計(jì)算跨中支座A長(zhǎng)邊A短邊B長(zhǎng)邊B短邊A/AA/BB/BM3.27.261.223.83-11.95-8.34-4.250.0280.0510.0110.0270.0840.0580.030.0280.0520.0110.0270.0880.0600.03010020739107350238119實(shí)際配筋8@2008@2008@2008@2008@2008@2008@200配筋面積(mm2)251251251251393251251滿足要求第七章樓梯設(shè)計(jì)計(jì)算取標(biāo)準(zhǔn)層樓梯進(jìn)行設(shè)計(jì)，其中踏步寬度為300mm，踏步高度為150mm，梯段板高度為1650mm，踏步階數(shù)為10，樓梯混凝土采用C30級(jí)，縱筋采用HRB400，箍筋采用HRB400，由荷載規(guī)范可知：對(duì)于多層住宅，普通樓梯活載采用2.0kN/m2，其他樓梯活載均為3.5kN/m2。考慮到酒店樓梯有消防疏散功能，取活載為3.5kN/m。7.1梯板設(shè)計(jì)計(jì)算（1）梯段板厚度150/300=0.50.894梯段板的凈長(zhǎng)為3000/0.894=3356mm梯段板的厚度111.9~134.2mm，取h=120mm（2）荷載統(tǒng)計(jì)表10-1梯板荷載計(jì)算荷載種類荷載標(biāo)準(zhǔn)值（kN/m2）小計(jì)（kN/m2）永久荷載10mm瓷磚面層0.01×25×（0.15+0.3）/0.3=0.3756.58620mm水泥砂漿找平0.02×20×（0.15+0.3）/0.3=0.6踏步自重0.15×25×0.5=1.875梯板自重0.12×25/0.894=3.356板底粉刷0.02×17/0.894=0.38活荷載3.53.5恒載分項(xiàng)系數(shù)為1.3，活載分項(xiàng)系數(shù)為1.5，故樓梯荷載設(shè)計(jì)值q=1.3×6.586+1.5×3.5=13.812kN/m2（3）內(nèi)力計(jì)算梯段板計(jì)算跨度300×10=3000mm取單位計(jì)算長(zhǎng)度1m為研究對(duì)象，故b=1000mm13.812×32/10=12.43kN.m120-20=100mm12.43×1000000/(1×14.3×1000×100×100)=0.0871-(1-2×0.087)^0.5=0.091<0.5181×14.3×1000×0.091×100/360=361mm20.2%max(0.2,45×1.43/360)×120×10=240mm2梯段板跨中采用10@200，AS=393mm2梯段板支座采用8@200，AS=251mm2梯段板分布筋直徑為8,每級(jí)踏步一根。7.2平臺(tái)板設(shè)計(jì)計(jì)算（1）平臺(tái)板的厚度由建筑樓梯休息平臺(tái)可知，計(jì)算跨度為1420mm，平臺(tái)板的最小厚度取1/30的計(jì)算跨度，故為47.33mm，本設(shè)計(jì)取h=100mm。（2）荷載統(tǒng)計(jì)表10-2平臺(tái)板荷載計(jì)算荷載種類荷載標(biāo)準(zhǔn)值（kN/m2）小計(jì)（kN/m2）永久荷載10mm瓷磚10/1000×25=0.253.4920mm水泥砂漿找平20/1000×20=0.4平臺(tái)板自重100/1000×25=2.5板底粉刷20/1000×17=0.34活荷載3.53.5恒載分項(xiàng)系數(shù)為1.3，活載分項(xiàng)系數(shù)為1.5，故樓梯荷載設(shè)計(jì)值q=1.3×3.49+1.5×3.5=9.787kN/m2（3）內(nèi)力計(jì)算平臺(tái)板計(jì)算跨度1420mm取單位計(jì)算長(zhǎng)度1m為研究對(duì)象，故b=1000mm9.787×1.422/8=2.47kN.m100-15-5=80mm2.47×1000000/(1×14.3×1000×80×80)=0.0271-(1-2×0.027)^0.5=0.027<0.5181×14.3×1000×0.027×80/360=86mm2max(0.2,45×1.43/360)×100×10=200mm2平臺(tái)板受力筋采用8@200，AS=251mm2，分布筋采用8@200，AS=251mm2。7.3平臺(tái)梁設(shè)計(jì)計(jì)算（1）平臺(tái)梁截面估算平臺(tái)梁與梯柱是整體現(xiàn)澆，其計(jì)算跨度取軸線距離4200mm；平臺(tái)梁最小高度取1/12的跨度為350mm，取梁截面為200×400mm。（2）荷載統(tǒng)計(jì)表10-3梯梁荷載計(jì)算荷載種類荷載標(biāo)準(zhǔn)值（kN/m）小計(jì)（kN/m）永久荷載平臺(tái)板傳遞荷載3.49×1.42/2=2.4814.06梯板傳遞荷載6.586×3/2=9.88平臺(tái)梁自重0.2×（0.4-0.1）×25=1.5梁底抹灰自重0.02×（0.4-0.1）×2×17=0.2可變荷載3.5×（1.42/2+3/2+0.2）=8.448.44恒載分項(xiàng)系數(shù)為1.3，活載分項(xiàng)系數(shù)為1.5，故樓梯荷載設(shè)計(jì)值q=1.3×14.06+1.5×8.44=30.94kN/m2（3）內(nèi)力計(jì)算正截面計(jì)算平臺(tái)梁的計(jì)算跨度為4200mm，凈跨為4200-200=4000mm。1/8×30.94×4.22=68.22kN.m1/2×30.94×4=61.88kN400-35=365mm200+100×5=700mm1×14.3×700×100×(365-50)/1000000=315.32kN.m，故梯梁跨中為第一類T形截面。68.22×1000000/（1×14.3×700×365×365）=0.0511－(1－2×0.051)^0.5=0.052<0.5181×14.3×700×0.052×365/360=528mm2max(0.2,45×1.43/360)×200×400/100=160mm2梁跨中受彎鋼筋選用316，As=603mm2；支座受彎鋼筋為316。其中0.7×1.43×200×365=73073N(61880-73073)/(360×365)=-0.09<0非加密區(qū)選配8@200雙肢箍，加密區(qū)選配8@100雙肢箍。0.502×100/200=0.251%0.26×1.43/360=0.103%，滿足要求。第八章基礎(chǔ)設(shè)計(jì)計(jì)算對(duì)建筑物所在地下土層進(jìn)行分析，確定該建筑基礎(chǔ)形式采用獨(dú)立基礎(chǔ)，選擇粉質(zhì)粘土層作為基礎(chǔ)持力層進(jìn)行設(shè)計(jì)，持力層fak=200kpa，通過(guò)對(duì)底層柱底內(nèi)力組合數(shù)據(jù)進(jìn)行分析，可知該榀框架邊、中柱基礎(chǔ)頂內(nèi)力設(shè)計(jì)值如下表所示；基礎(chǔ)混凝土選用C30級(jí),受力縱筋采用HRB400級(jí)。表11-1基礎(chǔ)頂內(nèi)力設(shè)計(jì)值柱編號(hào)控制內(nèi)力M(kN.m)V(kN)N(kN)邊柱標(biāo)準(zhǔn)值22.78-12.382352.55設(shè)計(jì)值100.92-36.243184.06中柱標(biāo)準(zhǔn)值-20.8911.362842.16設(shè)計(jì)值-105.2837.613804.558.1邊柱獨(dú)立基礎(chǔ)設(shè)計(jì)8.1.1修正后地基承載力假定基礎(chǔ)高度為750m，基礎(chǔ)埋深d=750+550=1300mm根據(jù)持力層參數(shù)可知：寬度修正系數(shù)0.3埋深修正系數(shù)1.617.4kN/m3修正后的承載力：0.8×1.6×17.4+200=222.27kpa8.1.2邊柱基礎(chǔ)底面尺寸對(duì)于邊柱，F(xiàn)k=2352.55kN1.3+0.45/2=1.525m最小底面積2352.55/(222.27-30.5)=12.27m2，考慮到柱底彎矩剪力的作用，將Amin增大10%，即為13.5m2；取b=3m，l=4.5m，實(shí)際基底面積為基底面積為3×4.5=13.5m2,另外b<3m，故滿足要求。8.1.3地基承載力驗(yàn)算軸心荷載作用下：(20×1.525×13.5+2352.55)/13.5=204.76kpa222.27kpa，滿足要求。偏心荷載作用下(22.78+12.38×0.75)/2764.3=0.012m4.5/6=0.75m偏心距小于L/6，基底不存在零應(yīng)力區(qū)?；鬃畲髩簯?yīng)力為：204.76+32.1×6/(3×4.5×4.5)=207.93kpa=1.2×222.27=266.72kpa8.1.4基礎(chǔ)沖切驗(yàn)算由基礎(chǔ)規(guī)范可知，受沖切承載力按下列公式驗(yàn)算：1.基底最大凈反力邊基礎(chǔ)頂內(nèi)力設(shè)計(jì)值：F=3184.06kNV=-36.24kNM=100.92kN.m基底彎矩100.92-36.24×0.75=73.74kN.m3184.06/13.5+73.74×6/(3×4.5×4.5)=243.143184.06/13.5-73.74×6/(3×4.5×4.5)=228.572.抗沖切驗(yàn)算750-50=700mm600+50×2=700mm700+2×700=2100m(2100+700)/2=1400mm3×((4.5-0.7)×0.5-0.7)-((3-0.7)×0.5-0.7)×((3-0.7)×0.5-0.7)=3.4m2243.14×3.4=826.68kN0.7×1×1.43×1400×700/1000=980.98kN滿足要求。8.1.5基礎(chǔ)受彎計(jì)算由基礎(chǔ)設(shè)計(jì)規(guī)范可知，在單向偏心荷載作用下，任意截面基底彎矩按如下公式計(jì)算。圖11-1配筋驗(yàn)算示意圖（1）Ⅰ-Ⅰ截面：當(dāng)截面為柱邊時(shí)，基底彎矩最大；243.14×2.6/4.5=140.48kpa3×2+0.7=6.7m140.48+243.14=383.62kpa(243.14-140.48)×3=307.98kN/m1/12×1.9×1.9×(6.7×383.62+307.98)=865.87kN.m865.87×1000000/(0.9×700×360)=3817.8mm2單位米寬度范圍內(nèi)的計(jì)算配筋為3817.8/3=1272.6mm2按構(gòu)造求得單位米寬度范圍的配筋面積為0.15×750×1000×0.01=1125mm2故基礎(chǔ)長(zhǎng)邊方向選配16@150，As=1340>max(1272.6，1125)mm2，滿足設(shè)計(jì)要求。（2）Ⅱ-Ⅱ截面：當(dāng)截面為柱邊時(shí)，基底彎矩最大；3-0.7=2.3m2×4.5+0.7=9.7m243.14-140.48=102.66kpa1/48×2.3×2.3×9.7×102.66=109.75kN.m109.75×1000000/(0.9×(700-16)×360)=495.2mm2單位米寬度范圍內(nèi)的計(jì)算配筋為495.2/4.5=110mm2按構(gòu)造求得單位米寬度范圍的配筋面積為0.15×750×1000×0.01=1125mm2故基礎(chǔ)短邊方向選配12@100，As=1131>max(110，112