User: stanzaa37

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Posts by stanzaa37

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Page: Gusseted plate
... Pu=4105$\times10^{3}$N For m20- CFL =20mpa **Step I**. Ap=$\frac{up}{0.6\ast fck}$ =$\frac{4105}{0.6\times 20}$ Ap=342.08$\times10^{3} mm^{2}$ Assume tg=16mm $\neq$tf $\gt $12.7mm Safe Assume ISA. 150$\times$ 115$\times$15 mm ![enter image description here][1] 2) width of plate(sp) = ...
page ddss(76) written 11 hours ago by stanzaa370
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Page: 4 column ISHB [email protected] 661.2 N/m carry axial comp factored load 1700kN design a suitable welded gusset base raised on m15 grade concrete Column1)ISNB 350 bf=250 tf=11.6 tw=8.3 2) factored laod Pu=1700kN
... **b) bearign strength of concrete =0.6$\times$fck =0.6$\times$15=9mpa** M15-fck=15 Required-welded gusseted base 1) AP=$\frac{pu}{0.6\times15}=\frac{1700\times10^{3}}{0.6\times 15}$ Ap=183.89$\times 10^{3}mm^{2}$ 2) width of base plate(Bp)=350+2(16) Bp=382mm Assume gusset plate 16mm$\gt$tf 1 ...
page ddss(76) written 16 hours ago by stanzaa370
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Page: Batterns Batterns
... 1. Design built up section $\lambda$ e=1.1 $\lambda$act . . .. .IS Pg 51 Claus 7.7.1.4 2. Spacing between channel Ixx=Iyy 3. Spacing between battens $\frac{c}{\gamma yy}\lt 0.7 \ast \lambda e$ & $\frac{c}{\gamma yy}\lt 50$ 4. size of batterns end batterns $ \ \ \ \ \ \ \ \ \ \ \ \ ...
page ddss(76) written 16 hours ago by stanzaa370
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Page: Design built up column 10 m long to carry factor axial load of 1080kN the column is restrain in position but not in direction at both end provide single angle lacing system both connection steel fe
... **fe 40 and bolt of grade 4.6 case I) Design the column with two channel placed back to back case II) Design the column with two channel place face to face case II) Design the lacing system with side welding connection from channel back to back** Pu=1080 $\times 10^{3}$N l=10m=10000 mm leff=kl ...
page ddss(76) written 1 day ago by stanzaa370
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Page: Design built-up section column carry axial factored load 1800 kN length of columns is 8m It is effectively held in position at both end & restrain again rotation at one end used steel fe410, fy250
... Given Pu = 1800kN = 1800$\times10^{3}$N l=8m=8000mm Left=KL K=0.8......(IS. Pg 45. Clause) Left =0.88$\times8000$ =6400mm fe=410fy=250= mpa Required = Built up section **Step I**. Design of column section Pd=Ae$\times$Fcd 1800$\times10^{3}=Ae\times150$ Ae=$\frac{1800\times10^{3}}{150 ...
page ddss(76) written 2 days ago by stanzaa370
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Page: Built up section
... The limited no of rolled steel section are available in market.The radius of gyration in minor axis is in small giving large slenderness ratio with the result design stress get sufficiently reduce making the section uneconomical Further the rolled steel section do not have sufficient strength to ...
page ddss(76) written 2 days ago by stanzaa370
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Page: A double angle discontinuous strut to carry a factored axial comp of 178kN the length of strut between centre of intersection 9s 3.08m design the member for following two cases1)angle packed back
... **to back in opposite site of gusset plate 2)Angle place same side of gusset** Angle are tack bolted & provided wotj min of two bolts Given P=178KN l=3.05m leff=0 8$\times$3.08 =2464mm consider fed=150mpa Pd=Ae$\times$fcd 178$\times10^{3}=Ae\times150$ back to back connection Ae=1186.67 ...
page ddss(76) written 3 days ago by stanzaa370
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Page: Indian standard angle 100$\times$100 $\times$ 6mm is used as strut in roof truss length of strut between entrance section at each end 8m calculate strength 1) connect two halts at each end
... **2) 1 bolt at each end 3) welded at each end** Given ISA=100$\times$100$\times$6 l=3m=3000mm rvv=19.2mm off length =0.854$\ast$length of strut(0.821) Leff=KL=1$\times$3000=3000mm Area=1167mm$^{2}$ 1. Pd=Ae$\times$fcd $ \ \ \ \ \ $ Ae=1167mm$^{2}$ fcd=$\frac{fy/ymo}{\phi +[\phi^{2}-\lambd ...
page ddss(76) written 3 days ago by stanzaa370
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Page: Indian standard angle 100$\times$100$\times$6mm is used as strut iin roof truss the length of strut between entrane section at each end 8m cal the strength 1) connect two halts at each end
... **2) 1 bolt at each end 3) welded at each end** Given ISA=100$\times$100$\times$6 l=3m=3000mm rvv=19.2mm off length =0.854$\ast$lenght of strut(0.821) Leff=KL=1$\times$3000=3000mm Area=1167mm$^{2}$ 1. Pd=Ae$\times$fcd $ \ \ \ \ \ $ Ae=1167mm$^{2}$ fcd=$\frac{fy/ymo}{\phi +[\phi^{2}-\lambd ...
page ddss(76) written 3 days ago by stanzaa370
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Page: Laterally supported and unsupported beam
... A structural member sub to transversed load is called as beam - when beam is provided in building to support roof called as IOISTS - beam which carry roof load in tausses are called as peulines 2) Type of section for beam 1.most preferable section I section (ISWB ISMB) ISMB) 2. Built up sect ...
page ddss(76) written 4 days ago by stanzaa370

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