[{"data":1,"prerenderedAt":-1},["ShallowReactive",2],{"detail-sidebar-cat-0-en-105":3,"doc-seo-650157-105":59,"doc-detail-650157-en":130},{"code":4,"msg":5,"data":6},0,"success",[7,13,18,23,28,33,38,43,48,51,55],{"id":8,"doc_module":4,"doc_module_name":9,"category_name":10,"show_sort_weight":11,"slug":12},1,"Document","Story & Novel",90,"story-novel",{"id":14,"doc_module":4,"doc_module_name":9,"category_name":15,"show_sort_weight":16,"slug":17},2,"Literature",80,"literature",{"id":19,"doc_module":4,"doc_module_name":9,"category_name":20,"show_sort_weight":21,"slug":22},4,"Exam",70,"exam",{"id":24,"doc_module":4,"doc_module_name":9,"category_name":25,"show_sort_weight":26,"slug":27},5,"Comic",60,"comic",{"id":29,"doc_module":4,"doc_module_name":9,"category_name":30,"show_sort_weight":31,"slug":32},6,"Technology",50,"technology",{"id":34,"doc_module":4,"doc_module_name":9,"category_name":35,"show_sort_weight":36,"slug":37},7,"Healthcare",40,"healthcare",{"id":39,"doc_module":4,"doc_module_name":9,"category_name":40,"show_sort_weight":41,"slug":42},8,"Research & Report",30,"research-report",{"id":44,"doc_module":4,"doc_module_name":9,"category_name":45,"show_sort_weight":46,"slug":47},9,"Religion & Spirituality",20,"religion-spirituality",{"id":46,"doc_module":4,"doc_module_name":9,"category_name":49,"show_sort_weight":46,"slug":50},"World Cup","world-cup",{"id":52,"doc_module":4,"doc_module_name":9,"category_name":53,"show_sort_weight":52,"slug":54},10,"Lifestyle","lifestyle",{"id":56,"doc_module":4,"doc_module_name":9,"category_name":57,"show_sort_weight":24,"slug":58},19,"General","general",{"code":4,"msg":60,"data":61},"ok",{"site_id":62,"language":63,"slug":64,"title":65,"keywords":66,"description":67,"schema_data":68,"social_meta":123,"head_meta":125,"extra_data":127,"updated_unix":129},105,"en","chapter-5-architecturaldesign-51-design-of-dam-management-complex","Chapter 5 - ARCHITECTURALDESIGN - 5.1 Design of Dam Management Complex","","Chapter 5 focuses on architectural design for a dam management complex, specifically the design of the administration building. It presents structural calculations covering structure definition, design and loading conditions, roof truss and purlin selection, and the check of bending moments, stresses, and deflection. Dead loads, live loads from workers, and wind loads with pressure coefficients are defined, then converted into member forces for roof truss types K-1 and K-2.",{"@graph":69,"@context":122},[70,84,105],{"@type":71,"itemListElement":72},"BreadcrumbList",[73,77,79,82],{"item":74,"name":75,"@type":76,"position":8},"https://docshare.wps.com","Home","ListItem",{"item":78,"name":9,"@type":76,"position":14},"https://docshare.wps.com/document/",{"item":80,"name":40,"@type":76,"position":81},"https://docshare.wps.com/document/research-report/",3,{"item":83,"name":65,"@type":76,"position":19},"https://docshare.wps.com/document/chapter-5-architecturaldesign-51-design-of-dam-management-complex/650157/",{"url":83,"name":65,"@type":85,"image":86,"author":91,"headline":65,"publisher":94,"fileFormat":97,"inLanguage":63,"description":67,"dateModified":98,"datePublished":99,"encodingFormat":97,"isAccessibleForFree":100,"interactionStatistic":101},"DigitalDocument",{"url":87,"@type":88,"width":89,"height":90},"https://docshare.wps.com/thumbnails/chapter-5-architecturaldesign-51-design-of-dam-management-complex/650157.png","ImageObject",300,407,{"name":92,"@type":93},"OmBimo","Person",{"url":74,"name":95,"@type":96},"DocShare","Organization","application/pdf","2026-10-30","2026-10-24",true,{"@type":102,"interactionType":103,"userInteractionCount":19},"InteractionCounter",{"@type":104},"ViewAction",{"@type":106,"mainEntity":107},"FAQPage",[108,114,118],{"name":109,"@type":110,"acceptedAnswer":111},"What structural calculation topics are included for the administration building?","Question",{"text":112,"@type":113},"The calculation covers structure, design conditions, loading conditions, purlin design, roof truss design, and data for two stories including dimensions and load cases.","Answer",{"name":115,"@type":110,"acceptedAnswer":116},"How are dead, live, and wind loads defined in the document?",{"text":117,"@type":113},"Dead load includes roof cover and ceiling components; live load is taken as worker weight as a point load (100 kg); wind load uses wind pressure with a pressure coefficient for windward and leeward regions.",{"name":119,"@type":110,"acceptedAnswer":120},"What checks are performed for purlins and roof trusses?",{"text":121,"@type":113},"The document computes member forces such as bending moment, then checks stresses against allowable values and evaluates deflection to confirm compliance.","https://schema.org",{"og:url":83,"og:type":124,"og:title":65,"og:site_name":95,"og:description":67},"article",{"robots":126,"canonical":83},"index,follow",{"doc_id":128,"site_id":62},650157,1792819871,{"code":4,"msg":5,"data":131},{"doc_id":128,"user_id":132,"nickname":92,"user_avatar":133,"doc_module":4,"category_id":39,"category_name":40,"doc_title":65,"doc_description":67,"doc_content":134,"file_id":135,"file_url":136,"file_type":137,"file_size":138,"view_count":19,"is_deleted":4,"is_public":8,"is_downloadable":8,"audit_status":8,"page_count":139,"language":140,"language_code":63,"site_id":62,"html_lang":63,"table_of_contents":141,"faqs":142,"seo_title":143,"seo_description":67,"update_tm":129,"read_time":144},962090893581,"https://ap-avatar.wpscdn.com/davatar_276721f389ce27ea32af1340a28f341c","Chapter 5  \nARCHITECTURALDESIGN  \n5.1 Design of Dam Management Complex  \n5-1-1  \n5.1.1:Administration BuildingStructural Calculation  \n1.Structure  \n2.Design Condition  \n3.Loading Condition  \n4.Design of Purlin  \n5.Design of Roof Truss  \n6.Data for Two Stories  \na.Dimensions  \nb.Design Condition  \nc.Loading Condition  \nd.Design of Reinforcement-Concrete Plate  \n# 7.Design of Footing\n\nPage 1  \nPage 4  \nPage 4  \nPage 4  \nPage 7  \nPage 15  \nPage 15  \nPage 15  \nPage 15  \nPage 15  \nPage 31  \n5-1-2  \nAdministabon Biding  \nStucture Calcu!abon  \n1·32  \n# 1.STRUCTURE\n\n5-1-3  \n|  |  |  |  |  |  |  |  |\n| --- | --- | --- | --- | --- | --- | --- | --- |\n|  |  |  |  |  |  |  |  |\n|  |  |  |  |  |  |  |  |\n|  |  |  |  |  |  |  |  |\n|  |  |  |  |  |  |  |  |\n\n2t  \no1  \n45  \n5-1-4  \n4.79  \n5-1-5  \n383n2m2  \n3·3  \nISOMETRY  \nADMINISTRATION BUILDiNGJATIBARANG DAM MANACEMENT COMPLEX  \n# 2.Design Condition\n\na)Roof truss members:-double angle steel  \nTensile strength(Fy):2400 kg/cm²  \nb)Structural model:plane(xy axis)truss,linear elastic  \nC)Analysis method:static  \n# 3.Loading Condition\n\na)Dead Load :  \n7  \nRoof cover(ceramic tile +timber rafter)Ceiling(fibre cement)  \n   \nb)Live load-Weight of workers as point load =100 kg  \nc)Wind load  \n-Wind pressure=40 kg/m²Pressure coefficient(f)  \n·wind ward -0.5.lee ward -0.4  \nW1=0.5x 40 kg/m²=20 kg/m²W2 =0.4x 40 kg/m²=16 kg/m²  \n# 4.Design of Purlin\n\n## A.Roof Truss TYpe K-1Purlin distance(c/c)\n\n1.63 mPurlin span4.00 mPurlin self weight say15.00 kg/m'  \nq1=1.63 x 80 kg/m²  \n≈131 kg/mqz  (self weight)15 kg/m¹  \n   \nQ  \n=146 kg/m!  \nQ₁=Q₂=Q Cos 45°\\#146 Cos 45°≈105 kg/m'  \nLive Load  \nPx =Py =P Cos α =100 Cos 45°≈71 kg  \n-Bending moment  \nMx      1/8 x Q₁x L²+1/4 x P₁x L  \nMx=  1/8 x 105 x 4²+1/4 x 71 x 4 =281 kgm  \nMy=Mx=281 kgm =28,100 kgcm  \n5-1-6  \n)  \nTry Purlin of Lip Channel(in front to front arrangernent)type:  \nStresses  \nσ =   X +oyMx +My=701.04 kg\u003COa11 =1,400 kg/cm²(OK  \n=0.25.+0.07 =0.32 cm  \nfy =0.35 +0.09=0.44 cm  \nf=(0.32²+0.44²,1/2=0.54 cm  \nf=0.54 cm\u003Cfa11 =350¹=360=1.11 cm(OK)  \nB.Roof Truss Type K-2Purlin distance(c/c)兰  1.41 m2.50 mPurlin span=15.00 kg/m'.Purlin self weight say  \nq1=1.41 x 80 kg/m²≈113 kg/m′:8 kg/m'q2(self weight)  \nQ  =121 kg/m′  \nQ1=Q₂=Q Cos 45°=121 Cos 45°≈86 kg/m'  \nLive Load  \nPx =Py =P Cos α=100 Cos 45°≈71 kg  \n5-1-7  \n“Bending moment  \nMX=  1/8 x Q₁x L²+1/4 x P₁x L  \nMx =1/8x 86x 2.5²+1/4x 71x 2.5≈112 kgmMy =Mx=112 kgm =11,200 kgcm  \nTry Purlin of Lip Channel type :  \n150 x 50 x 50 x 3.2y58.2cmy =431.4 cm  \nStresses  \nσ=  X +oy三  MX+MyWx Wy  \n11,200+11,200 =191.78 +848.48  \n58.413.2  \n1,040.26 kg\u003C0a11 =1,400 kg/cm²(OK)  \nDeflection  \n×=384*Q×B,+481,  \n384×0.86×2:1×10°×438482.1×10×53  \n=0.05 +0.03=0.08 cm  \nfy =0.29+0.15=0.44 cm  \nf=(0.08²+0.44²)1/2=0.45 cm  \n=0.45 cm\u003Cfaii =360360-0.69 cm.(OK)  \n5-1-8  \n5.Design of Roof Truss  \n## A.Roof Truss type K1\n\na.Dead load一P₁=4.00 x(131 +15)=584 kg  \nb.Wind load  \n-W₁=4.00 x1.63 x 20=130.40 kgWz=4.00 x1.63 x 16=-104.32 kg  \nW₁x=WY=130.40 Cos 45°=92.21 kgW2x=W₂Y=-104.32 Cos 45°=-73.77 kg  \nc.Live load  \n-.P₂=100 kg  \n## B.Roof Truss Type K-2\n\na.Dead loadP₁  2.50 x 121≈303 kg  \nb.Wind load  \n-W₁=2.50 x 1.41 x 20=71.00 kg  \n一W₂=2.50 x 1.41 x 16=-56.40 kgWax=W₁Y=  71.00 Cos 45°=50.20 kgW2x=W₂Y -56.40 Cos 45°=-39.89 kg  \nc.Live load  \n-P₂=100 kg  \n5-1-9","cbCainJUwarrTwTK","https://ap.wps.com/l/cbCainJUwarrTwTK","pdf",2308181,69,"English","# 5.1 Design of Dam Management Complex\n## 5.1.1 Administration Building Structural Calculation\n## 1.STRUCTURE\n## 2.Design Condition\n## 3.Loading Condition\n## 4.Design of Purlin\n## A. Roof Truss Type K-1 Purlin\n## B. Roof Truss Type K-2 Purlin\n## 5.Design of Roof Truss\n## A. Roof Truss Type K-1\n## B. Roof Truss Type K-2","[{\"question\":\"What structural calculation topics are included for the administration building?\",\"answer\":\"The calculation covers structure, design conditions, loading conditions, purlin design, roof truss design, and data for two stories including dimensions and load cases.\"},{\"question\":\"How are dead, live, and wind loads defined in the document?\",\"answer\":\"Dead load includes roof cover and ceiling components; live load is taken as worker weight as a point load (100 kg); wind load uses wind pressure with a pressure coefficient for windward and leeward regions.\"},{\"question\":\"What checks are performed for purlins and roof trusses?\",\"answer\":\"The document computes member forces such as bending moment, then checks stresses against allowable values and evaluates deflection to confirm compliance.\"}]","Chapter 5 - ARCHITECTURALDESIGN - 5.1 Design of Dam Management Complex | PDF",174]