{"id":1593,"date":"2017-04-23T11:27:38","date_gmt":"2017-04-23T05:57:38","guid":{"rendered":"http:\/\/onlinecivilforum.com\/site\/?p=1593"},"modified":"2022-12-13T11:33:59","modified_gmt":"2022-12-13T06:03:59","slug":"manual-beam-design","status":"publish","type":"post","link":"https:\/\/onlinecivilforum.com\/site\/manual-beam-design\/","title":{"rendered":"Manual Beam Design"},"content":{"rendered":"

BEAM\u00a0 DESIGN<\/strong><\/p>\n

1.DATA<\/strong><\/p>\n

L=3000mm<\/p>\n

Dead\u00a0 load=6KN\/m<\/p>\n

Live Load=8KN\/m<\/p>\n

Finished load=0.75KN\/m<\/p>\n

Wall Support=230Mm<\/p>\n

Concrete grade=M20, Steel grade=fe415<\/sub><\/p>\n

2.EFFECTIVE SPAN OF BEAM:<\/strong><\/p>\n

Effective Span =c\/c of support<\/p>\n

= 3230 mm<\/p>\n

3.SIZE OF BEAM:<\/strong><\/p>\n

Effective depth=Span\/12<\/p>\n

=269.16mm , Say 270mm<\/p>\n

Breadth=1\/2d\u00a0 =135mm<\/p>\n

Clear cover=25mm,Use 16 mm \u00f8<\/p>\n

D=303 mm, Say 310 mm<\/p>\n

D=310mm<\/p>\n

d = 277mm, Say 280mm<\/p>\n

d=280mm<\/p>\n

    \n
  1. LOAD CALCULATIONS:<\/strong><\/li>\n<\/ol>\n

    Self Weight\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 =1\u00d7 0.31\u00d7 0.135\u00d7 25=1.046KN\/m<\/p>\n

    Live Load\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 = 8KN\/m<\/p>\n

    Dead Load\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 =6KN\/m<\/p>\n

    Finished load\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 =0.75KN\/m<\/p>\n

    T0tal Load\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 =15.796KN\/m<\/p>\n

    Factored Load\u00a0\u00a0\u00a0\u00a0 =23.694KN\/m,\u00a0 Factored BM=Wl2<\/sup>\/8 \u00a0\u00a0\u00a0\u00a0\u00a0= <\/strong>30.89KN\/m<\/p>\n

     <\/p>\n

    \u00a0<\/strong><\/p>\n

      \n
    1. TO GET AST:<\/strong><\/li>\n<\/ol>\n

      Ast(Required)\u00a0\u00a0 = 388.33mm2<\/sup><\/p>\n

      Numbers\u00a0 of rods = 2nos<\/p>\n

      Provide 2nos of\u00a0 16mm\u00f8 rods<\/p>\n

        \n
      1. CHECK FOR MINIMUM & MAXIMUM AST:<\/strong><\/li>\n<\/ol>\n

        ASTmin<\/sub>=(0.85\/Fy<\/sub>) bd =77.421mm2<\/sup><\/p>\n

        ASTmax<\/sub>=0.04 bd=1512mm2<\/sup><\/p>\n

        7.CHECK FOR SHEAR:<\/strong><\/p>\n

        Nominal shear stress < permissible shear\u00a0 stress<\/p>\n

        \u0682v<\/sub> =K \u0682c\u00a0 <\/sub>\u0682\u00a0\u00a0\u00a0 & v<\/sub>=Vu<\/sub>\/bd<\/p>\n

        Vu<\/sub>=38.26KN ,\u00a0\u00a0\u00a0\u00a0 \u00a0\u0682v<\/sub>=1.012N\/mm2<\/sup><\/p>\n

        Permissible shear stress (K \u0682c<\/sub>)<\/p>\n

        100Ast\/bd=1.026N\/mm2<\/sup><\/p>\n

        Refer\u00a0 From\u00a0 Table 19 for I.S. 456<\/p>\n

        \u0682c<\/sub> \u00a0<\/sub>= 0.625,\u00a0 \u0682c<\/sub>max=2.8 N\/mm2<\/sup><\/p>\n

        \u0682 v\u00a0\u00a0\u00a0\u00a0\u00a0 <\/sub>> \u0682c<\/sub>\u00a0\u00a0\u00a0 >\u00a0\u00a0\u00a0 \u0682cmax<\/sub><\/p>\n

        K \u0682c<\/sub>=1\u00d70.625=0.652N\/mm2<\/sup><\/p>\n

        8.SHEAR REINFORCEMENT:<\/strong><\/p>\n

        Vus<\/sub>\u00a0 =Vu\u00a0 <\/sub>–\u00a0 \u0682c<\/sub>bd<\/p>\n

        Vus<\/sub>\u00a0 =14.625\u00d7 103 <\/sup>N<\/p>\n

        Provided 8mm\u00f8 rods\u00a0 @ 2 legged Stirrups<\/p>\n

        1) Sv<\/sub>= ( 0.87 Fy <\/sub>\u00a0Asv d\/ Vus<\/sub>)<\/p>\n

        =694.41mm, Say 690 mm<\/p>\n

        2) Sv<\/sub>= ( 0.8 7 Fy<\/sub> Asv \/ bd)<\/p>\n

        =96.01mm < Say 100mm<\/p>\n

        3)\u00a0 0.75 d= 210mm<\/p>\n

        4)\u00a0 450mm<\/p>\n

        Provide 8mm\u00f8 rods & 2 Legged\u00a0 Stirrups\u00a0 @ 100mm c\/c<\/p>\n

        9.CHECK\u00a0 FOR DEFLECTION:<\/strong><\/p>\n

        FS<\/sub>=O.58 fy<\/sub><\/p>\n

        Fs<\/sub>=240.7N\/mm2<\/sup>\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 [M.F=2,\u00a0 BV=20]\n

        Effective\u00a0 depth=Span\/(BV\u00d7MF)<\/p>\n

        =80.75mm<\/p>\n

        80.75mm < 280mm<\/p>\n

        Hence it is safe<\/p>\n

        More Design<\/strong>\u00a0Design of Stair Case<\/a><\/strong><\/p>\n","protected":false},"excerpt":{"rendered":"

        BEAM\u00a0 DESIGN 1.DATA L=3000mm Dead\u00a0 load=6KN\/m Live Load=8KN\/m Finished load=0.75KN\/m Wall Support=230Mm Concrete grade=M20, Steel grade=fe415 2.EFFECTIVE SPAN OF BEAM: Effective Span =c\/c of support = 3230 mm 3.SIZE OF BEAM: Effective depth=Span\/12 =269.16mm , Say 270mm Breadth=1\/2d\u00a0 =135mm Clear cover=25mm,Use 16 mm \u00f8 D=303 mm, Say 310 mm D=310mm d = 277mm, Say 280mm …<\/p>\n","protected":false},"author":2264,"featured_media":1594,"comment_status":"open","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"two_page_speed":[],"footnotes":""},"categories":[58],"tags":[74],"class_list":["post-1593","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-structural","tag-beam-analysis"],"yoast_head":"\nManual Beam Design - Online Civil<\/title>\n<meta name=\"description\" content=\"BEAM DESIGN 1.DATA L=3000mm Dead load=6KN\/m Live Load=8KN\/m Finished load=0.75KN\/m Wall Support=230Mm Concrete grade=M20, Steel grade=fe 415\" \/>\n<meta name=\"robots\" content=\"index, follow, max-snippet:-1, max-image-preview:large, max-video-preview:-1\" \/>\n<link rel=\"canonical\" href=\"https:\/\/onlinecivilforum.com\/site\/manual-beam-design\/\" \/>\n<meta property=\"og:locale\" content=\"en_US\" \/>\n<meta property=\"og:type\" content=\"article\" \/>\n<meta property=\"og:title\" content=\"Manual Beam Design - 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