濟寧市泗水人民醫(yī)院樓施工組織設計工程畢業(yè)論文

青島理工大學畢業(yè)設計摘 要建筑項目管理實施規(guī)劃是在開工前由項目經理主持編制的，旨在指導施工項目實施階段的管理性文件。在施工項目中它還要做進一步的分解，由施工項目經理、經理各部門和各工程小組、分包人，在施工項目的個階段中執(zhí)行。他比施工項目管理規(guī)劃大綱更具體、更細致，更注重可操作性。 本實施規(guī)劃針對的工程是濟寧市泗水人民醫(yī)院樓，編制過程中對施工部署、施工主要資源配置計劃、施工組織部署、施工質量保證措施及冬、雨季施工技術保證措施等一系列因素進行全面考慮，并制定相應的措施。編制出全面嚴謹、科學可行的建筑項目管理實施規(guī)劃，可盡量避免因內部或外部因素造成工期的延遲。 建筑施工項目管理實施規(guī)劃的內容包括：工程概況、施工部署、施工準備、主要部位施工技術措施及施工方法、安全文明施工措施等，闡述了建筑施工項目管理實施規(guī)劃在具體的施工管理過程中所起的作用，同時也說明了要提高項目管理的綜合效益，必須要做好項目管理實施規(guī)劃的具體實施工作，從而保證工程的順利完成。關鍵詞 施工項目；技術；方法；實施AbstractThe planning and construction project management is in before the start of the project manager of the host, aims to guide the construction project management in the implementation stage of the documents. In the construction projects it will make further decomposition, the construction project manager, managers to departments and the engineering team, subcontractor, in construction project in a stage of implementation. He than in construction project management planning more concrete, more detailed syllabus, pay more attention to the feasibility.The implementation of the project is planning to transmission of jining city people's hospital floor, compiling process of construction, the construction of the main resource allocation deployment plan, construction, the construction quality control measures for deployment and winter monsoon rains, construction technology guarantee measures and so on a series of comprehensive consideration factors, and make corresponding measures. Develop the comprehensive rigorous, scientific and feasible construction project management implementation plan, can avoid for internal or external factors caused the delay of time limit.The planning and construction project management of content includes: engineering survey, construction deployment, construction preparation, main part construction technical measures and construction method, safe civilized construction measures, etc, this paper expounds the construction project management in the implementation of the planning process of the construction management of the role of, also explain to improve the comprehensive benefit of project management, must want to do the project management planning and the concrete implementation of work, so as to ensure smooth completion of the project.Key words: construction projects; Technology; Methods; implementation177目 錄摘 要IAbstractII目 錄I第1章 工程量計算11.1 基數(shù)計算表11.2 門窗孔洞計算表11.3 工程量計算表21.4 鋼筋工程量6第2章 項目管理762.1施工管理機構與組織762.2 項目部主要管理人員職責762.2.1 項目經理職責762.2.2 項目副經理職責772.2.3 項目技術負責人772.2.4 項目施工員職責782.2.5 項目質檢員職責782.2.6 項目資料員量職責782.2.7 項目預核算員職責792.2.8 項目財會員職責792.2.9 項目材料員職責792.2.10 項目安全員職責802.2.11 項目設備管理員的職責802.2.12 項目試驗員職責802.2.13 項目計量員職責812.2.14 項目保管員職責81第3章 施工組織設計823.1施工組織設計編制823.1.1 編制總說明823.1.2 施工組織設計編制的基本原則823.2 工程概況833.3 施工準備843.3.1組織準備843.3.2施工現(xiàn)場準備843.3.3技術上的準備853.3.4生產準備853.4技術人員和勞動力配置計劃853.4.1工程項目部主要管理人員職責如下：863.5主要施工機械及檢測計量器具配置873.5.1主要施工機械設備配備計劃表873. 5.2主要工藝檢測計量器具配備873.6主要部位施工方案883.6.1一、流水段的劃分及橫道圖的計算883.6.2施工方案913.7質量保證措施1173.7.1技術保證措施1173.7.2質量管理組織體系1173.8安全保證措施1203.8.1建立安全施工的保證體系1213.8.2安全管理措施1213.8.3安全用電措施1253.8.4機械安全操作措施1253.8.5清防保衛(wèi)措施1263.8.6文明施工的保證措施1263.9 公司宗旨及措施1303.9.1公司宗旨1303.9.2組織措施1303.9.3物質措施1313.9.4技術措施1313.10工期保證措施1313.11季節(jié)性施工措施1323.11.1雨季施工：1323.11.2夏季施工：1333.12降地成本措施1333.12.1材料節(jié)約1333.12.2技術措施1333.12.3施工管理措施1333.13施工現(xiàn)場平面布置及進度計劃表1343.13.1施工臨設布置1343.13.2施工平面圖的科學管理134結 束 語135致 謝136參 考 文 獻137附 錄138第1章 工程量計算1.1 基數(shù)計算表基數(shù)計算表序號基數(shù)名稱單位數(shù)量計算式一外墻中心線長度L中m168(7200+3000+7200)×2+3700×18×2=168二內墻凈長度L內m841.79三外墻外邊線長度L外m153.2(7200×2+3000+600)+(3700×18+500×2)×2=153.2四底層建筑面積S底1216.8(500+370×018+500)×(300+7200+3000+7200+300)=1216.8五房心凈面積S房1158.84（7200×2+3000)×（3700×18）=1158.841.2 門窗孔洞計算表序號項目名稱計算部位計算規(guī)則及公式單位工程量1門M0821M0921M1021M1221M1521M1527M1M20.2016×20.0336×20.42×150.504×182.14×13.05×13.15×20.315×100.40320.06726.39.0722.143.056.33.152防火門GM1-乙GM2-乙FM1021-甲FM1221-乙FM1521-甲FM1521-乙0.9×12.1×22.1×10.92×30.048×23.15×30.94.22.12.760.09610.53窗C0912C1224C1524C2115C2124C2216C2424C2824C3124C5524C60240.86×22.23×20.36×20.345×63.51×73.52×82.21×116.72×47.44×213.2×114.4×11.724.460.722.0724.5728.1624.3126.8814.8813.214.44玻璃幕墻MQ52.4×2.45.761.3 工程量計算表工程量計算表序號項目名稱計算公式單位工程量1柱基礎承臺混凝土工程量柱基礎承臺的體積42.156+9.427+54.72+.57.96=164.263164.2632柱基礎承臺墊層工程量柱基礎承臺墊層的體積0.952+1.36+5×0.784+4×1.156+2×1.936+18.82+4.836+4.96=43.344m³43.3443基礎梁混凝土工程量基礎梁混凝土工程量=底×厚×高0.585+0.78+3.393+3.51+1.05+1.365+1.365+3.393+1.11+2.886+2.886+0.585+0.78+1.404+3.51=28.602m³28.6024過梁總工程量0.6608+0.5588+0.6754+0.8844+0.8496+0.8496+0.6576+0.6984+0.8076+0.6564=6.4486m³6.44865運輸鉆孔樁泥漿樁的體積23.5×3.14×0.25×0.25×164m³7546砌體47.075+37.06+56.65+61.95+47.25+51.1×2+44.625+56.7-22.365-4.11-43.34=383.695m³383.6957樓梯混凝土甲=3.7×（3.36+2.0）×（11.5-9.75）÷11=3.516乙=3.0×（3.36+2.0）×（11.5-9.75）÷11=2.558丙=（3.36+2.0）×（11.5-9.75）÷11=2.556m3389.9528外墻抹灰（74.325+42.925）×2×4-1.89×2+2.88×2+3.6×2+3.15×6+5.04×7+3.52×8+5.76×11+6.72×4+7.44×2+13.2+14.4724.49內墻抹灰384.87÷0.2×2-724.4+（0.8+2.1）×2×0.2×2+0.9×2.1×2×0.2×12+1.5×2.1×2×0.2+1.5×2.7×2+0.2×1+1.2+2.1×2×0.3+1.5+2.1×2+1.2+2.1×2×0.2×3+5.5+2.4+3.5×0.2×5.33367.1910頂棚抹灰主墻間凈長度+主墻間凈寬度+梁側面面積972.6+77.72-73+（0.6×14.4+14.4×0.65×9+0.65×14.4+7×0.55×2+59.2×0.65×2+3.4×04×2+3.4×0.4×7.4+17.8×0.5×0.6+42.2×0.6×0.2+42.2×0.7+7.2×0.55+7.2×0.6+7×0.6+3×0.6+0.3×2.8×2）×21524.5111外腳手架（外墻邊線長度+墻面?zhèn)让鎸挾?#215;2×n）×外腳手架高度（73.6×2+42.4×2）×492812內腳手架內墻凈長度×設計凈高度476.71÷0.22133.5513柱模板0.45×4×0.35×15+0.6××3.5×38+0.65×4×3.5×2431.914有梁模板14×43.35+59.275×18+18.45×（0.7-0.12）×6+24.9×0.65-0.12×2+3×0.4×0.1×20+7.8×10.6-0.1+34+6.6×0.55-0.1+74.325×0.65-0.11×2+66.925×065×0.111×2+70.905×0.65-0.11×2+69.4×0.65-0.11×2+14.8×0.65×6+14.4×0.65+2.4×10.3-0.1×22537.0516樓梯樓梯間凈寬×（休息平臺寬+踏步寬×步數(shù)）×（樓層數(shù)-1）（7.85×3.3+7.85×3.3+7.85×3.3）77.7217樓梯面層臺階長×踏步寬×步數(shù)（1.33×2÷12×24）×32.44818C30混凝土柱0.70875×16+1.26×40m³73.0819混凝土過梁過梁截面面積×梁長 0.6608+0.5588+0.6754+0.8844+0.8496+0.8496+0.6576+0.6984+0.8076+0.6564=6.4486m³6.4487620現(xiàn)澆C30有梁板現(xiàn)澆C30有梁板=長×寬×厚2.664+3.996+2.22+3.1968+2.9304+2.448+3.456+2.22+2.6928+3.168+3.3696+2.772+2.22+3.0888+2.772+2.88+2.69+2.22+3.168+2.6928+1.11+1.11+4.0404+2.22+2.9304+2.9304+2.9304×2+2.22+2.9304×2+5.8608+2.22+4.46072+1.2728+6.3936+2.22+5.8608+1.5552+0.728+1.3728+2.16+2.22+2.23036+2.43312+1.2728=125.189m³125.18921現(xiàn)澆樓梯鋼筋B10：根數(shù)：上部（1.3+1.3-0.2×2）÷0.2+1=13下部：（1.3+1.3-0.2×2）÷0.1+1=22kg3522混凝土過梁鋼筋C1：B10：長度：3.5+1.05×30×0.01=3.815 根數(shù)：2總重量：3.815×2×0.617×2=9.415 B14長度：3.5+1.05×30×0.014=3.941根數(shù)：3 總重量：3.941×3×1.208×2=14.282 A6箍筋長度：（0.3+0.1）×2-8×0.025+4×0.006+2×11.9×0.006=0.767根數(shù)：3.5÷0.2+1=19 總重量：0.767×19×0.222×2=6.47 C2A6箍筋:2.384 B10：2.97 B14:8.92 C3：B12： 7.73 A6箍筋:1.532 C4 B12： 2.89 A6:1.592 C5：B14: 7.197 A8:2.174 A6箍筋:2.786 C6：B12：4.87 A8: 1.64 A6箍筋:1.791 C7：B14： 5.22 B8： 1.64 A6箍筋:2.388 C8：A8: 0.93 A6箍筋:1.194 M1：B12:2.89 A6箍筋:0.28 M2：A8:1.185 A6箍筋:0.18 M3：A8:1.09 A6箍筋:0.16kg287.623地面找平層74.428×2+59.777×4+12.617+0.2×1×6+0.12×0.9×12+0.12×0.8×6=972.6972.624踢腳（3.9+1.2-0.3+2.6-0.2）×2-2×3=37.237.225外墻面涂料149.8×2.8-4.44×2-2.52×6-1.68×2-1.26×6-3.08×2-1.68×7-2.1×4-0.84×4-6.67×2-5.52×2-5.98×2=336.7336.726外墻面保溫149.8×2.8-4.44×2-2.52×6-1.68×2-1.26×6-3.08×2-1.68×7-2.1×4-0.84×4-6.67×2-5.52×2-5.98×2=336.7336.71.4 鋼筋工程量梁鋼筋計算明細表樓層名稱：四層頂梁構件名稱：KL-1 構件數(shù)量：1 構件位置:2/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-600）÷3+15×20+0.4×34×20】×2=6.1446.14415.151上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-600)-2×25+2×33×18+2×34×18×2=17.92417.92435.633下部鋼筋416凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-600)-2×25+2×33×16+2×34×16×4=34.77634.77654.877箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+8+650-2×25+8)×2+20×8=1.892箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(650×1.5-50)÷100+1×2+(17400-650×1.5)÷150+1=129箍筋總長度=1.892×129=244.068244.06894.407構筋筋412凈跨長+2×15d(7200-600)+2×15×12=6.966.966.18構件名稱：KL-2 構件數(shù)量：1 構件位置:3/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg上部負筋216凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-600）÷3+2×15×16+0.4×34×20】×2=5.31525.31528.387上部通長筋220凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-600)-2×25+2×33×20+2×34×20×2=18.4618.4645.522上部通長筋522凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×22+2×34×22×5=26.4926.4979.046箍筋8100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(500-2×25+8+400-2×25+8)×2+20×8=1.792箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距+1）(400×1.5-50)÷100+1×2+(3000-400×1.5)÷200+1=2646.5921.800構件名稱：KL-3 構件數(shù)量：1 構件位置:3-4/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-300）÷3+15×20+0.4×34×20】×2=5.7445.74414.165上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-300)-2×25+2×33×18+2×34×18×2=18.52418.52437.011下部通長筋225凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-300)-2×25+2×33×25+2×34×25×2=20.420.478.54箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(250-2×25+8+550-2×25+8)×2+20×8=1.592箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(550×1.5-50)÷100+1×2+(7200-550×1.5)÷200+1=51箍筋總長度=1.592×51=81.19281.19232.071第二排負筋320凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-300）÷4+15×20+0.4×34×20】×3=6.896.8916.99構件名稱：KL-4 構件數(shù)量：1 構件位置:4/C-D筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×18+2×34×18×2=9.5249.52419.029上部通長筋420凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(4000-450)-2×25+2×33×20+2×34×20×4=24.7224.7260.96箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(350-2×25+8+700-2×25+8)×2+20×8=2.092箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(700×1.5-50)÷100+1×2+(5000-700×1.5)÷200+1=43箍筋總長度=2.092×43=89.59646.5921.800箍筋10100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+10+400-2×25+10)×2+20×10=1.44箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(400×1.5-50)÷100+1×2+(3000-400×1.5)÷200+1=26箍筋總長度=1.44×26=37.4423.1構件名稱：KL-5 構件數(shù)量：1 構件位置:5/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋225凈跨長÷3+15d+0.4lae(lae為搭接長度)【（2200-450）÷3+15×25+0.4×34×25】×2=2.5972.5979.998上部通長筋420凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×20+2×34×20×4=20.1220.1249.616下部通長筋418凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×18+2×34×18×4=19.04819.04838.058箍筋10100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+10+400-2×25+10)×2+20×10=1.44箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(400×1.5-50)÷100+1×2+(7200-400×1.5)÷200+1=47箍筋總長度=1.44×47=67.6867.6841.758第二排負筋320凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-300）÷4+15×20+0.4×34×20】×3=6.896.8916.99構件名稱：KL-6 構件數(shù)量：1 構件位置:6/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg上部通長筋220凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×20+2×34×20×2=10.0610.0624.808下部通長筋416凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×16+2×34×16×4=17.97617.97628.366箍筋10100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+10+600-2×25+10)×2+20×10=1.84箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(450×1.5-50)÷100+1×2+(3000-400×1.5)÷200+1=26箍筋總長度=1.84×26=47.8447.8418.897箍筋12100單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+12+600-2×25+12)×2+20×12=1.888箍筋根數(shù)=凈跨長÷加密區(qū)間距+17200÷100+1+12=85箍筋總長度=1.888×85=160.48160.48142.506支座負筋216凈跨長÷3+15d+0.4lae(lae為搭接長度)【（3000-600）÷3+15×16+0.4×34×16】×2=2.51522.51523.969扭筋412凈跨長+2×15d【(7200-600)+2×15×12】×4=27.8427.8424.722構件名稱：KL-7 構件數(shù)量：1 構件位置:7/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×18+2×34×18×2=9.5249.52419.023下部通長筋416凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×16+2×34×16×4=17.97617.97628.366箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+8+400-2×25+8)×2+20×8=1.392箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(600×1.5-50)÷100+1×2+(7200-650×1.5)÷150+1=62箍筋總長度=1.392×62=86.30486.30434.09上部負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-600）÷3+15×20+0.4×34×20】×2=5.5545.55413.696下部負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-600）÷4+15×20+0.4×34×20】×2=4.4444.44410.959構件名稱：KL-8 構件數(shù)量：1 構件位置:8/C-D筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg上部通長筋220凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×20+2×34×20×2=10.0610.0624.808下部通長筋416凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×16+2×34×16×4=17.97617.97628.366箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(350-2×25+8+400-2×25+8)×2+20×8=1.392箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(400×1.5-50)÷100+1×2+(3000-400×1.5)÷150+1=30箍筋總長度=1.392×30=41.7641.7616.495支座負筋222凈跨長÷3+15d+0.4lae(lae為搭接長度)【（3000-600）÷3+15×22+0.4×34×22】×2=2.85842.85848.529構造筋412凈跨長+2×15d【(7200-600)+2×15×12】×4=27.8427.8424.722構件名稱：KL-9 構件數(shù)量：1 構件位置:9/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋222凈跨長÷3+15d+0.4lae(lae為搭接長度)【（3000-600）÷3+15×22+0.4×34×22】×2=2.85842.85848.529上部通長筋220凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×20+2×34×20×2=10.0610.0624.808下部鋼筋416凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×16+2×34×16×4=17.97617.97628.366箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+8+400-2×25+8)×2+20×8=1.392箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(400×1.5-50)÷100+1×2+(3000-400×1.5)÷150+1=30箍筋總長度=1.392×30=41.7641.7616.459構筋筋412凈跨長+2×15d(7200-600)+2×15×12×4=27.8427.8424.722構件名稱：KL-10 構件數(shù)量：1 構件位置:9-10/C-D筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-300）÷3+15×20+0.4×34×20】×2=5.7445.74414.165上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-300)-2×25+2×33×18+2×34×18×2=18.52418.52437.011上部通常筋322凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-300)-2×25+2×33×22+2×34×22×5=29.38429.38487.682箍筋8100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(250-2×25+8+550-2×25+8)×2+20×8=1.592箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距+1）(550×1.5-50)÷100+1×2+(7200-550×1.5)÷200+1=51箍筋總長度=1.592×51=81.19281.19232.071構件名稱：KL-11 構件數(shù)量：1 構件位置:10/D-E筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋125凈跨長÷3+15d+0.4lae(lae為搭接長度)（3000-600）÷3+15×25+0.4×34×25=1.5151.5155.833上部通長筋525凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×25+2×34×25×5=28.528.5109.725下部通長筋825凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×25+2×34×25×4=45.645.6175.56箍筋10100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(500-2×25+10+400-2×25+10)×2+20×10=1.84箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）(400×1.5-50)÷100+1×2+(3000-400×1.5)÷200+1=26箍筋總長度=1.84×26=47.8447.8429.517第一排負筋225凈跨長÷3+15d+0.4lae(lae為搭接長度)（3000-600）÷4+15×25+0.4×34×25=2.632.6310.126構件名稱：KL-12 構件數(shù)量：1 構件位置:10-11/E-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg支座負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-300）÷3+2×15×20+0.4×34×20】×2=5.7445.74414.165上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-300)-2×25+2×33×18+2×34×18×2=18.52418.52437.011上部通常筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-600)-2×25+2×33×18+2×34×18×2=18.52418.52437.011箍筋8100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(250-2×25+8+550-2×25+8)×2+20×8=1.592箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距+1）(550×1.5-50)÷100+1×2+(7200-550×1.5)÷200+1=51箍筋總長度=1.592×51=81.19281.19232.071構件名稱：KL-13 構件數(shù)量：1 構件位置:10-11/E-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7200-300）÷3+15×20+0.4×34×20】×2=5.7445.74414.165上部通長筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-600)-2×25+2×33×18+2×34×18×2=17.92417.92435.633下部通長筋322凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7200-600)-2×25+2×33×22+2×34×22×3=28.49428.49485.026箍筋8100單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(250-2×25+8+600-2×25+8)×2+20×8=1.692箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）7200÷100+1+17=90箍筋總長度=1.692×90=152.28152.2860.151構筋筋412凈跨長+2×15d【(7200-300)+2×15×12】×4=29.0429.0425.788構件名稱：KL-14 構件數(shù)量：1 構件位置:11/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg支座負筋216凈跨長÷3+15d+0.4lae(lae為搭接長度)【（3000-600）÷3+2×15×16+0.4×34×16】×2=2.51522.51523.969上部通長筋220凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×20+2×34×20×2=10.0610.0624.808下部通常筋416凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(3000-600)-2×25+2×33×16+2×34×16×4=17.97617.97628.366箍筋8100÷150單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+8+650-2×25+8)×2+20×8=1.892箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距+1）(650×1.5-50)÷100+1×2+(7200-650×1.5)÷150+1=64箍筋總長度=1.892×64=121.088121.08847.83箍筋12100單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+12+650-2×25+12)×2+20×12=1.998箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距-1）7200÷100+1+12=85箍筋總長度=1.998×85=168.98168.98168.868構筋筋412凈跨長+2×15d【(3000-600)+2×15×12】×4=11.0411.049.804構件名稱：KL-15 構件數(shù)量：10 構件位置:10-11/C-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7400-600）÷3+15×20+0.4×34×20】×2=5.6775.67713.999第二排負筋220凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7400-600）÷4+15×20+0.4×34×20】×2=4.5444.54411.206上部鋼筋218凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7400-600)-2×25+2×33×18+2×34×18×2=18.32418.32436.611構件名稱：KL-16 構件數(shù)量：3 構件位置:2-3/D-F筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋222凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7400-600）÷3+15×22+0.4×34×22】×2=2.8962.8968.642上部通長筋225凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7400-600)-2×25+2×33×25+2×34×25×2=20.220.277.77下部通常筋425凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7400-600)-2×25+2×33×25+2×34×25×4=40.440.4155.54箍筋10100÷200單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+10+650-2×25+10)×2+20×10=1.94箍筋根數(shù)=（加密區(qū)長度-50）÷加密區(qū)間距+1×2+（加密區(qū)間距÷非間距+1）7400÷100+1+6=81箍筋總長度=1.94×81=157.14157.1496.955第二排負筋222凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7400-600）÷4+15×22+0.4×34×22】×2=2.3292.3296.95構件名稱：KL-17 構件數(shù)量：5 構件位置:4-9/D筋號鋼筋圖形型號數(shù)量計算公式總長度M工程量Kg第一排負筋222凈跨長÷3+15d+0.4lae(lae為搭接長度)【（7400-600）÷3+15×22+0.4×34×22】×2=5.7925.79217.283上部通長筋220凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7400-600)-2×25+2×33×20+2×34×20×2=18.8618.8646.509下部鋼筋225凈跨長-2×保護層+2×錨固長度（錨固長度查表得33d）+2×搭接長度（搭接長度查表得34d）(7400-600)-2×25+2×33×25+2×34×25×4=20.220.277.77箍筋10100單根長度=（梁寬-2×保護層厚度+d+梁高-2×保護層厚度+d）×2+20d(300-2×25+10+650-2×25+10)×2+20×10=1.94箍筋