DesignINVERTED T-BEAM & L-BEAM DESIGNLoading Data :1. Dead loadSlab self weightBrick Wallconc=24kN/m3Brick=2.6kN/m2205 H Core Slab=2.7kN/m2Floor Level=0mTopping75mm=1.8kN/m20kN/m4.5kN/m2Slab Service Dead LoadM & E=0.25kN/m2Ceiling=0.25kN/m2Screed=1.2kN/m2Blockwall=1.2kN/m22.9kN/m22. Live loadImposed Load R=4kN/m2Imposed Load L=4kN/m23. CalculateSimply supportedMoment=wl2 / 8Reaction=wl/2Beam Detailsb1b2b3h1SECTION 2h3hh2h4SECTION 1bBeam Dimensions :h=600mmmain=32mmb=525mmlink=10mmh1=280mmu-tie=10mmh3=280mmCover, C=40mmb1=0mmd=534mmb3=125mmfy=460N/mm2h2=320mmfyv=250N/mm2h4=320mmfcu=40N/mm2b2=400mmconc=24kN/m3bv=462.5b=1bvd=246975mm2L=6m1. Dead LoadSlabhcs R=6mhcs L=6mhcs & top(selfweight)=4.5kN/m2Service DL=2.9kN/m2BeamSection 1=4.032kN/mBrick on Beam=0kN/mSection 2=2.688kN/mTotal DL=51.12kN/m(inclusive self weight)=57.84kN/m(lower section)2. Live LoadImposed Load R=4kN/m2Imposed Load L=4kN/m2Total LL=24kN/mthus, W=109.968kN/mSection 1=119.376kN/mSection 2Others load datacolumn width=0.5mequal500mmReaction and MomentsReaction,V=197kNMoments,M :hogging=0kNmsagging=263.0kNmPROJECT0BEAM MARK0CLIENT0MADE BY0ZASYAZ ENGINEERS SDN BHD (No. 769568-X) No. 7-2, JALAN 2/149B, GATEWAY AVENUE, 57000 KUALA LUMPURCHECKED BY0DATEApril-14PAGE4TEL : 03-9057 0566, FAX: 03-9057 8566 EMAIL: zasyazconsulting@yahoo.comDesign for hogging reinf.K=M/bd2fcuBS 8110 : Part 1: 1997=0k'=0.156Cl. 3.4.4.4no compression reinf. Requiredcompression reinf. Required----------- to designz=d {0.5 + (0.25 - K/0.9)}=1< 0.95> 0.95 use z = 0.95x=(d-z)/ 0.45=26.433mmthus, z=0.89d=475.26mmAs=M/0.87fyZ=0mm2Therefore use;4nos. of T16=804.5714285714mm2oknot okDesign for sagging reinf.K=M/bd2fcuBS 8110 : Part 1: 1997=0.044k'=0.156Cl. 3.4.4.4no compression reinf. Requiredcompression reinf. Requiredz=d {0.5 + (0.25 - K/0.9)}=0.95< 0.95> 0.95 use z = 0.95x=(d-z)/ 0.45=59.3333333333mmthus, z=0.95d=507.3mmAs=M/0.95fyZ=1186.3407522483mm2Therefore use;4nos. of T20=1257mm2oknot okMin Reinforcement0.2%bh=480mm2Therefore use;3nos. of T16=603.4285714286mm2at top beam.oknot okShearBS 8110 : Part 1: 1997Cl. 3.4.5.2V=197kNv=V/bvd=0.80kN/m2shear capacity, vc=0.79 (100 As/bd)1/3 (400/d)1/4 / m100 As /bvd=0.480348518Note:400 / d=0.74906367041)v < 0.5 vc- minimum linksfcu / 25=1.62)0.5 vc < v < vc + 0.4- Asv 0.4 bvsv / 0.95fyvm=1.253)vc + 0.4 < v < 0.8fcu- Asv bvsv (v-vc) / 0.95fyvvc=0.74N/mm2R-linkLink, RsvAsv /svLink, RsvAsv /svLink, RsvAsv /sv0.8fcu=5.0596442563N/mm26501.13142857148502.011428571410503.1428571429Copy and pasteor57750.7542857143101751.340952381157752.09523809525N/mm2mm21000.5657142857mm21001.0057142857mm21001.57142857141250.45257142861250.80457142861251.2571428571vc + 0.4=1.13674788231500.37714285711500.67047619051501.0476190476Equation 20.421750.32326530611750.57469387761750.8979591837Equation 30.12thusUSE equation no.22000.28285714292000.50285714292000.7857142857Asv /sv=0.422250.25142857142250.4469841272250.69841269842500.22628571432500.40228571432500.6285714286thus use R10@ 250m c/c=157.00mm22R- linkLink, RsvAsv /svLink, RsvAsv /svLink, RsvAsv /svLower link6502.26285714298504.022857142910506.2857142857V=59.688kN113751.5085714286201752.6819047619314754.1904761905Copy and pastev=V/bdmm21001.1314285714mm21002.0114285714mm21003.1428571429=0.3552857143kN/m21250.90514285711251.60914285711252.51428571431500.75428571431501.3409523811502.0952380952thusUSE equation no.11750.64653061221751.14938775511751.7959183673Equation 20.78Asv /sv=use min link2000.56571428572001.00571428572001.5714285714Equation 3-0.742250.50285714292250.8939682542251.3968253968thus use R10 @ 250mm c/c=157.00mm22500.45257142862500.80457142862501.2571428571Deflectionbw=400BS 8110 : Part 1: 1997b=525Cl. 3.4.6.3bw/b=0.7619047619>0.3Table 3.9=Rectangular Section(span/d)basic=20Table 3.14Clear span=6mWidth of support :R=0.5mL=0.5mModification Factor for Tension Reinforcement, MFt=0.55+(477-fs)120(0.9+M/bd2)M/bd2=1.7567660542fs=289.3952441091N/mm2MFt=1.1384496165Modification Factor for Compression Reinforcement, MFc=Refer Table 3.11100As'prov/bd=0.00MFc=1Allowable Ratio=(span/d)basicxMFtxMFc=22.7689923302(span/d)actual=11.2 K'compression reinforcement requiredK'=0.156hogging momentd'=66z=d' {0.5 + (0.25 - K'/0.9)}=0.7768874621thus z=51.2745724984x=(d-z)/ 0.45=1072.7231722257d'/x=0.0615256589