1、计算稿及施工组织 【摘要】:现代居住建筑的类型很多,以南方某城市一梯两户单元住宅楼作为毕业设计的课题,相对来说比较简单,设计的住宅楼为一个单元共五层,有架空层,五层带阁楼,可以人住10户人家,基本户型为四室二厅二卫一厨,每户都有独立的阳台,总建筑面积为2565.24平方米。架空层层高2.2米,楼层层高2.8米。外墙面装饰为外墙涂料和面砖,内墙天棚面为混合砂浆,地面为混凝土地面。结构类型为砖混结构,楼面为现浇楼板,楼梯为板式现浇楼梯。基础采用钢筋混凝土条形基础。 【Summary】: The type of the modern lived in building is a lot of, wi
2、th south of a city a step ladder two units residence building floor conduct and actions graduates the lesson of the design, opposite come to say the comparison in brief .The lesson of the design, opposite come to say the comparison in brief, The floor of residence building of the design is two units
3、 totally five story, have the car shed build on stilts the story, five story band loft with roof garden, can into live 10families, basic a pattern is four room, two lounge two washroom, a kitchen, the per family have the independent balcony, total building area is 2565.24square meter. Build onstilts
4、 high in multiple layers 2.2meter, the story high of flat 2.8meter .The exposed wall set off is an exposed wall coating, interior wall a shed for mix with mortar, the surface of earth is a concrete surface of earth. The type of structure is a brick-cincrete structure, balcony, washroom kitchen is sp
5、rinkle the floor slab, the stair way is the type of sheet metal to sprinkle the stair way now. Foundation is reinforced concrete length-foundation.计算书一、板的设计:1)、(取板厚为100mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48kn/m2100mm砼板、 1.20.125=3.00kn/m220mm板底抹灰 1.20.0217=0.41kn/m2恒载g =3.89kn/m2活载q 1.42.0 =2.80kn/m2总荷
6、载g+q =6.70kn/m22、弯距计算: M= (g+q)|2= 6.732=7.54knm3、配筋计算:板的有效高度h0=h-20=100-20=80mm7.54106111000802fcmbh02as= = =0.10721+1-20.10721+1-2asys= = =0.9450.945310807.54106ysfgh0As= = =322.4mm2选用钢筋8150(As=335mm2)2)、轴、(取板厚为80mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48kn/m280mm砼板、 1.20.0825=2.40kn/m220mm板底抹灰 1.20.0217
7、=0.41kn/m2恒载g =3.29kn/m2活载q 1.42.0=2.80kn/m2总荷载g+q =6.10kn/m22、弯距计算: M= (g+q)|2= 6.13.22=7.81knm3、配筋计算:板的有效高度h0=h-20=80-20=60mm7.81106111000602fcmbh02as= = =0.19721+1-20.19721+1-2asys= = =0.8890.889310607.81106ysfgh0As= = =472.3mm2选用钢筋8150(As=523mm2)3)、 轴、(取板厚为110mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48k
8、n/m2110mm砼板、 1.20.0825=2.40kn/m220mm板底抹灰 1.20.0217=0.41kn/m2恒载g =4.19kn/m2活载q 1.42.0=2.80kn/m2总荷载g+q =6.99kn/m22、弯距计算: M= (g+q)|2= 6.994.92=20.98knm3、配筋计算:板的有效高度h0=h-20=110-20=90mm20.98106111000902fcmbh02as= = =0.23521+1-20.23521+1-2asys= = =0.8640.8643109020.98106ysfgh0As= = =870mm2选用钢筋12130(As=870
9、mm2)4)、 轴、(取板厚为120mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48kn/m2120mm砼板、 1.20.0825=3.45kn/m220mm板底抹灰 1.20.0217=0.41kn/m2恒载g =4.34kn/m2活载q 1.42.0=2.80kn/m2总荷载g+q =7.14kn/m22、弯距计算: M= (g+q)|2= 7.144.52=18.1knm3、配筋计算:板的有效高度h0=h-20=120-20=100mm111000100218.1106fcmbh02as= = =0.18221+1-20.18221+1-2asys= = =0.89
10、90.8993109518.1106ysfgh0As= = =691mm2选用钢筋12150(As=754mm2)5)、 轴、(取板厚为80mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48kn/m280mm砼板、 1.20.0825=2.4kn/m220mm板底抹灰 1.20.0217=0.41kn/m2恒载g =3.29kn/m2活载q 1.41.5=2.10kn/m2总荷载g+q =5.39kn/m22、弯距计算: M= (g+q)|2= 5.393.42=7.8knm3、配筋计算:板的有效高度h0=h-20=120-20=100mm7.8106111000602fc
11、mbh02as= = =0.19721+1-20.19721+1-2asys= = =0.8990.899310607.8106ysfgh0As= = =471.7mm2选用钢筋10150(As=523mm2)6)、 轴、(取板厚为80mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48kn/m280mm砼板、 1.20.0825=2.4kn/m220mm板底抹灰 1.20.0217=0.41kn/m2恒载g =3.29kn/m2活载q 1.42.0=2.80kn/m2总荷载g+q =6.09kn/m22、弯距计算: M= (g+q)|2= 6.092.42=4.38knm3
12、、配筋计算:板的有效高度h0=h-20=80-20=60mm4.38106111000602fcmbh02as= = =0.11121+1-20.11121+1-2asys= = =0.9410.941310604.38106ysfgh0As= = =250mm2选用钢筋8200(As=251mm2)7)、阳台板、(取板厚为100mm)1、荷载设计值20mm水泥砂浆面层 1.20.0220=0.48kn/m2100mm砼板、 1.20.125=3.0kn/m220mm板底抹灰 1.20.0217=0.41kn/m2恒载g =3.89kn/m2活载q 1.42.5=3.50kn/m2总荷载g+q
13、 =7.39kn/m22、弯距计算: M= (g+q)|2= 7.391.52=2.08knm3、配筋计算:板的有效高度h0=h-20=80-20=60mm2.08106111000602fcmbh02as= = =0.03021+1-20.03021+1-2asys= = =0.9850.985310602.08106ysfgh0As= = =113.5mm2选用钢筋8200(As=251mm2)二、梁的设计:L2120240 (L=1800)1、荷载设计值梁自重: 1.20.120.2425=0.48kn/m墙传来荷载: 1.22.963.0=10.7kn/m板传来恒载: 3.291.6=
14、5.3kn/m恒载g =16.86kn/m活载q 2.81.6=4.48kn/m总荷载g+q =21.34kn/m2、弯距计算: M= (g+q)|2= 21.341.82=8.64knm3、配筋计算:8.64106111202052fcmbh02as= = =0.14221+1-20.14221+1-2asys= = =0.9230.9233102158.64106ysfgh0As= = =140mm2选用钢筋212(As=226mm2)L1120350 (L=1800)1、荷载设计值梁自重: 1.20.120.3525=1.26kn/m墙传来荷载: 1.22.963.0=10.7kn/mL
15、2传来恒载: 16.860.9=15.2kn/m梁抹灰: 1.2(0.24-0.08) 20.01517=0.09 kn/m恒载g =27.25kn/m活载q 4.480.9=4.00kn/m总荷载g+q =31.25kn/m2、弯距计算: M= (g+q)|2= 31.253.22=40knm3、配筋计算:40106111203152fcmbh02as= = =0.30521+1-20.30521+1-2asys= = =0.8120.81231031540106ysfgh0As= = =504mm2选用钢筋218(As=509mm2)L3 240mm240mm 1、荷载设计值梁自重: 1.
16、2v0.240.2425=1.73kn/m板传来恒载: 3.290.7=2.3kn/m梁抹灰: 1.2(0.24-0.08) 2.40.01517=0.01 kn/m恒载g =4.04kn/m活载q 2.80.7=0.2kn/m总荷载g+q =4.24kn/m2、弯距计算: M= (g+q)|2= 4.241.42=8.3knm3、配筋计算:8.3106112402052fcmbh02as= = =0.07521+1-20.07521+1-2asYs= = =0.9610.9613102058.3106ysfgh0As= = =135.9mm2选用钢筋212(As=226mm2)L4 240m
17、m350mm 1、荷载设计值梁自重: 1.20.350.2425=2.52kn/m板传来恒载: 3.290.7=2.3kn/m梁抹灰: 1.2(0.35-0.08) 20.01517=0.17 kn/m恒载g =16.7kn/m活载q 1.42.03.4=9.52kn/m总荷载g+q =26.22kn/m2、弯距计算: M= (g+q)|2= 26.222.72=23.9knm3、配筋计算:23.9106112403152fcmbh02as= = =0.09121+1-20.09121+1-2asYs= = =0.9520.95231031523.9106ysfgh0As= = =257mm2
18、选用钢筋214(As=308mm2)L5 240mm350mm L=3200 1、荷载设计值梁自重: 1.20.350.2425=2.52kn/m板传来恒载: 3.291.05=3.45kn/m梁抹灰: 1.2(0.35-0.08) 20.01517=0.17 kn/m恒载g =25kn/m活载q 2.81.05=9.52kn/m总荷载g+q =27.9kn/m2、弯距计算: M= (g+q)|2= 27.943.22=35.76knm3、配筋计算:35.76106112403152fcmbh02as= = =0.13721+1-20.13721+1-2asYs= = =0.9260.9263
19、1031535.76106ysfgh0As= = =395.5mm2选用钢筋216(As=402mm2)L L 1 240mm350mm 1、荷载设计值梁自重: 1.20.350.2425=2.52kn/m多孔板传来恒载: 3.11. 51. 2=5.6kn/m现浇板传来恒载: 3.891. 9=7.4kn/m梁抹灰: 1.2(0.35-0.08) 20.01517=0.17 kn/m恒载g =34.8kn/m活载q 2.82.0(1.9+1.5) =9.52kn/m总荷载g+q =44.34kn/m2、弯距计算: M= (g+q)|2= 44.3432=36.28knm3、配筋计算:36.2
20、8106112403152fcmbh02as= = =0.13821+1-20.13821+1-2asYs= = =0.9250.92531031536.28106ysfgh0As= = =401.7mm2选用钢筋216(As=603mm2)L 601 240mm400mm 1、荷载设计值梁自重: 1.20.40.2425=2.89kn/m板传来恒载: 3.892.6=10.1kn/m墙传来恒载: 5.243.21.2=20.1kn/m梁抹灰: 1.2(0.35-0.08) 20.01517=0.17 kn/m恒载g =33.26kn/m活载q 1.42.61.5=5.46kn/m总荷载g+q
21、 =38.72kn/m2、弯距计算: M= (g+q)|2= 38.724.92=3116.2knm3、配筋计算:116.2106112403652fcmbh02as= = =0.33021+1-20.33021+1-2asYs= = =0.792116.21060.792310365ysfgh0As= = =1296.7mm2选用钢筋422(As=1520mm2)三、基础的设计: D轴 N=130.8 kn/m 基础理深1.2米 fk=150kqa f=1.1150=165 kqa145.8165-161.2f-yhb= = = =0.892m 取b=1 m地基净反力: pj= =130.8
22、 kn/m2 h=300 mm ho=265 mm C20Ifcm=13.5N/ mm2 fy=310 N/ mm2最大剪力: V=pjib1=130.810.38=49.704KN0.07fclh0=0.0713500 KN/ m2 10.265 =250.43 KN49.704 KN最大弯距:M= pjlbl2= 130.810.382=9.44 KN.M94440000.93102650.9fgh0As= = =127.734mm2选用钢筋: 8200(AS=251 mm2)(13)轴 N=269.4 knm 基础理深1.2m165-161.2f-yhb= = = 1.85m 取b=2
23、m269.4 2地基净反力: pj=130. = 134.7 kn/m2h=350 mm h0=315 mm最大剪力: V=pjib1=134.710.88=118.54KN0.07fclh0=0.0713500 KN/ m2 10.315 =297.68 KN118.54KN最大弯距:M= pjlbl2= 134.710.882=52.2 KN.M0.9fgh00.93103150.9310315As= = =594mm2选用钢筋: 10125(AS=628 mm2)二、施工组织设计第一章 管理目标及工程概况一、施工项目管理目标1、工程质量:符合工程施工质量验收规范合格标准。2、施工工期:2
24、40日历天3、安全文明:安全文明双标化施工二、工程概况1、工程名称:住宅楼;2、工程类别:三类民用建筑;3、建筑面积:2565.24m2;4、结构类型:砖混结构六层,填充墙用烧结多孔砖砌块,混合砂浆砌筑,柱梁板均为现浇钢筋砼;5、外墙面:水泥砂浆分层抹平,面层涂外墙弹性涂料及面砖;6、内墙面:内墙混合砂浆底纸筋灰面,白色涂料一底二度,局部墙裙水泥砂浆粉刷与磁砖贴面;7、顶棚:顶棚混合砂浆粉刷,白色涂料一底二度;8、楼地面:细石砼随捣随抹地面;9、门窗工程:铝合金门窗,胶板门;10、屋面工程:屋面主要有钢筋砼结构层,加气砼找坡,水泥砂浆找平层,卷材防水层,挤塑泡沫板保温层,钢筋细石砼防水层。第二
25、章 编制依据一、本施工组织设计由以下主要文件、依据编制:1、中华人民共和国国务院(2000)第279号令建设工程质量管理条例。2、中华人民共和国(建筑工程施工质量验收统一标准GB50300-2001。3、浙江省和市现行有关法律、法规等文件。4、住宅施工图二、施工组织设计编制所参照的主要规范、标准序号 规范名称或标准号1 建筑桩基技术规范- JGJ94-942 建筑地基基础工程施工质量验收规范-GB50202-20023 砌体工程施工质量验收规范-GB50203-20024 混凝土结构设计规范-GB50010-20025 混凝土结构工程施工质量验收规范-GB50204-20026 钢结构工程施工
26、质量验收规范- GB50205-20027 木结构工程施工质量验收规范- GB50206-20028 高层建筑混凝土结构技术规程-JGJ3-20029 地下防水工程施工质量验收规范-GB50208-200210 地下工程防水技术规范-GB50108-200111 建筑地面工程施工质量验收规范-GB50209-200212 建筑装饰装修工程质量验收规范-GB50210-200113 工程测量规范-GB50026-9314 屋面工程质量验收规范-GB50207-200215 建筑内部装修设计防火规范-GB50222-9516 高层民用建筑设计防火规范(2001版)-GB50045-9517 建筑设计防火规范(2001版)-GBJ16-8718 钢筋焊接及验收规程-JGJ18-9619 玻璃幕墙工程技术规范-JGJ102-9620 建筑给水排水及采暖工程施工质量验收规范- GB50242-200221 通风与空调工程施工质量验收规范- GB50243-200222
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